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Home My WebLink About2180 RUTHERFORD RD; ; CB071466; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB071466 Building Inspection Request Line (760) 602-2725 Job Address: 2180 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: INDUST 0 NEW Parcel No: 2120702500 Lot#: Status: Valuation: $179,642.00 Construction Type: Applied: Occupancy Group: Reference #: Entered By: Project Title: CALLAWAY-STORAGE RACKS IN Plan Approved: · WAREHOUSE Applicant: INNOVATIVE LIGHTING&STORAGE SOLUTIONS 4333 CORTE DE LA FONDA SAN DIEGO CA 92130 408-821-7 452 Building Permit Add'I Building Permit Fee . Plan Check .Add'I Plan Check Fee -Plan Check Discount Strong Motion Fee Park Fee LFM F~e Bridge Fee STD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $792.96 $0.00 $515.42 $0.00 $0.00 $37.72 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Issued: Inspect Area: Plan Check#: Owner: CALLAWAY GOLF CO C/O DONALD H DYE 2285 RUTHERFORD RD CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) . PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee ISSUED 05/29/2007 RMA 07/30/2007 07/30/2007 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? TOTAL PERMIT FEES $1,346.10 Total Fees: Inspector: $1,346.10 Total Payments To Date: $1,346.10 Balance Due: $0.00 -~-FINAL APPROVAL Date: .BU~DING PLANS +SL.11"\J ~ 1 UKA.Ub ~n e-{J _ATTACHED Clearance: ------ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have ·90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which o hav r vi I n iven a N Tl E imilar to this r a t which the statute of limitations has reviousl oth rwise ex ired. ~City of Car·lsbad 1635 fqraday Ave., Carlsbad, CA 92008 760-,602-27-p / 27;1.8 / 2719 Fax: 760-602-8558 :Building Permit Application JOB ADDRESS . . . \ 1 . ~-z z ~ r , 'L V\'~ t; r . CT/PROJECT# _'2--L ~-0 ~OT/I DESCRIPTION OF WORK: ·(Please describe ~sent use and proposed use) ~-~¾-A.~ -~ A ~(b'\ "J-.A_0-l.._ SUITE#/SPACE/1/UNIT# APN -z . .l'Z -e,70 -Z..."t #BATHROOMS CONSTR. TYPE OCC. GROUP BUILDING AREA (SF) ADDITION AREA (SF) GARAGE (SF) PATIOS(SF) DECKS (SF) FIREPLACE YESD #_ NOD AIR CONDITIONING NOD FIRE SPRINKLERS YES D NOD APPLICANT NA CITY~ . . :::::.a.-. 7:)r ~· q STATE ~A ZIP PHONE . gse ,,'S'~ • ~~o EMAIL \L, s.s CONTRACTOR BUS. NA -z Mo ~(;)\..>--:ll.'.: \\l,l.. STATE ZIP . C...4 ~-z_.,~ FAX FAX 6s:B-7~· ~74-0 EMAIL . EMAIL ARCH/DESIGNER NAME & ADDRESS. "/3. I Z:..M'l t... 1 "'--=...w...)~, STATELIC.# '1 fc:,"g'5C,~ CITY BUS. UC.# 1'2.z.4Z..c;j (Sec. 7031.5 .Business and Professions Code: Any City or CountY, which requires a permit ficensed J!Uriuant to the provisions of the Contractor's License Law {Chapter 9, demolish or reP,air any structure1 prior to its issuance, also requires the applicant for such ermit to file a signed statement that he is · · · of the Business and Proiessions Code} or that he is exempt thereli'orri, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a· permit subje_cts the applicant to a civil p {$500})-. · . · . Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of con~ent to self•ln,ure for workers' compensation as provided by Seclion 3700 of the Labor Code, for the performance of the work for which this permit i~ issued. ~ hav~ and will maintain ,workers'1ompensatlon, as req ire by !ion 3700 of the Labor Code, for the performance of the work for ~hich thiHermit is issued. My workers' compensalio,11 insuran~e carrier and policy numberare:lnsuranceC9. ' QVi-4,V\(. · \_ PolicyNo. lv™So ...._,"') ~ 1 ExpiralionDate ·, \ '.:2P 0 7 This section need not be completed if the permitis for one hundred dollars ($100) or less. · . -· D Certlficate·of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure t ecu work •· compensation coverage is unlawful, and sh ail subject an employer to criminal penalties an civil fin up to one hundred thou.sand dollars (&100,000), In additioQ to the costof compens i da vlded for In Section 3706 of the Labor code, Interest and attorney's fe~s. ¥ CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: D i, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through His own employees, provided that such improvements are not intended or offered for sale. If, however, the bui!ding or improvement is sold within one year of completion,.the owner-buiider will have the burden of proving that he did not build or improve for the purpose of sale). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). c:i I am exempt under Section · . Business and Professions Code foJ this reason: · 1. I personaliy plan to provide the major labor and materials for construction of the proposed property Improvement. Cl Yes Cl No 2. I (have/ have not) signed an application for a building permit for the proposed work, 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide th~ work indicateq (include name/ address./ phone/ type of work): .Jt$ PRO.PERTY OWNER SIGNATURE DATE ... Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley,Janner'Hazardous Substance Account Act? D Yes D No . Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes Cl No Is. the facility to be constructed within 1,000· feet of the outer boundary bf a school site? · D Yes D No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVl<;ES AND THE AIR POLLUTION CONTROL DISTRICT. . . I certifythatl have read the application and state that the above Information Is rorrect and that the information on the plans is accurate. I agree to romplywith all City ordinances and State laws relating to building ronstruction. thereby authorize representative of the City of Cal1sbad to enter upon the above mentioned property for inspection puipos{:\s. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY.WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OFTHE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavationll CNer 5'0' deep and demolition or construction of structures CNer.3 stories in height. EXPIRATION: Evel}' permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such . • th ing or work aulhorized by suC!J permit is suspended ?'° abandoned at any time after the work is com men for a pen of 180 ~ays (Section 106.4.4 Uniform Building Code) . ..@S' APPLICANT'S SIGNAT DATE . . UNSCHEDULED BUILDING INSPECTION \C..·eI,. · ?rf\. . y D~ ~ ~~\ DATE \-0 --~-07 · INSPECTOR · ~4~ .:t PERMIT# -01 \Y-lJ;(f. .· PLAN CHECK# ___ _ DESCRIPTION ___ . _____________________ _ CODE DESCRIPTlON ACT COMMENTS <( EsGil Corporation In <Partnersfiip witli government for <Bui{aing Safety DATE: 7 / 16/07 ~NT ~ JURISDICTION: City of Carlsbad PLAN CHECK NO.: 071466 SET:11 D PLAN REVIEWER D FILE PROJECT ADDRESS: 2285 Ruthford Road PROJECT NAME: Storage Racks for Callaway Golf. D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff . .... . . The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation imtil corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the juris'diction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: C8J · Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person / REMARKS: 1. Fire Department approval 1s required. 2. City to field verify that the path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirement~lease slip revised sheet TS, 07- 0572B-A into the final owner II set. 4t91aase add sheet HC into the final owner II set too. By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/9 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ,( :'a EsGil Corporation In <Partnersliip witli government for <Bui(aing Safety DATE: 6/7 /07 JURISDICTION: City of Carlsbad PLAN CH~CK NO.: 071466 PROJECT ADDRESS: 2285 Ruthford Road SET:I PROJECT NAME: Storage Racks for Callaway Golf D,,-ft~NT ~., D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Ken Hentt 4333 Corte Del La Fonda San Diego, CA 92130 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ken Hentt Telephone#: 858 766 2850 VJIL-at-J~ bl ? Date contacted: <.t,/ t(~?-(by:P-y) Fax #: 858-755-3740 Mail/Telephone D REMARKS: By: David Yao Fax_.., In Person Esgil Corporation D GA D MB 'O l;:J D PC Enclosures: 5/31 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ·, ii: 9i City of Carlsbad 071466 6/7/07 . GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2285 Ruthford Road DATE PLAN RECEIVED BY ESGll-CORPORATION: 5/31 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 071466 DATE REVIEW COMPLETED: 6/7/07 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. , To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No ) •( . City of Carlsbad 071466 6/7/.07 . Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, .CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. 2. 3. 4. 5. 6. 7. 8. 9. Provide a rack layout plan showing the location of all racks. (The rack layout shows new H rack. The elevation did not show H rack. The storage rack details and calculation did not show Hor K racks. Please clarify.) Only the storage racks are included in this plan review Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. Show a path of travel from the handicapped parking to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. Title 24, Part 2. Obtain Fire Department approval for groups F, Mand S occupancy storage per UBC Sections 306.8, 309.8 and 311.8. Indicate the clearance from the new racks to the existing building walls and building columns. Note on the plans that the rack design loads will be posted per Section 2222.5. Provide forklift protection per Section 2222.5. (or check the exc~ption) Recheck the "pallet" racks as follows: 10. Recheck all connections on sheet 07-05728-A as follows: a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips. b) Provide calculations for all beam to bracket weld capacities per Section 2330 (allowable weld stress is the member thickness times 26 ksi times 1.33, or the weld stress, whichever is lower). :, i . . City' of Carlsbad 071466 6/7/07 . ' c) Check the bracket maximum weak axis moment. 11. Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum compression load at the base from vertical plus seismic overturning. The column moment will probably be maximum for the lateral load from the base plate to the first diagonal brace (not only to the first horizontal member). 12. The soil report provided shows the allowable bearing pressure is 3000 psf with the foundation should have a minimum depth of 24 inches below lowest adjacent grade. Since the column of the rack is bearing on the surface on the soil, provide a letter from the soil engineer to show the bearing pressure at surface of the soil is 3000 psf or using 1000 psf. 13. The jurisdiction has cor1tracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. ·, City, of Carlsbad 071466 6/7/07 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 071466 DATE: 6/7 /07 BUILDING ADDRESS: 2285 Ruthford Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier · Mod. storage racks 161840 1.11 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. P.ermit Fee by Ordinance I ~ I Plan Check Fee by Ordinance I ~ I Type of Review: 0 Complete Review D Structural Only D Repetitive Fee =8 Repeats Comments: D Other D Hourly I Hour * Esgil Plan Review Fee ($) 179,642 179,642 $792.961 $515.421 $444.061 Sheet 1 of 1 macvalue.doc '( PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CBQ7 --IY(ola ADDRESS 7285 7211±becfocd 12ro4 Rl!SIDl!NTIAL ~lliPRo~· Rl!SIDl!NTIAL ADDITION MINOR PLAZA CAMINO Rl!AL (<$10,0GO.OO) POOL/ SPA RffAINING WALL CARLSBADCOMPANYSTORl!S VILLAG8 FAIRB . COMPLBTI OFFICI BUILDING DATI! ·5-So-o-:-, . DATE ¢1 Lcf) ... Carlsbad Fire Department BUILDING DEPT. ·COPY Plan Review Requirements Category: TI , INDUST Date of Report: 06-19-2007 Name: Address: Permit#: CB071466 Job Name:· CALLA WAY-STORAGE RACKS IN Job Address: 2285 RUTHERFORD RD CBAD IlUSOl liRldiiiJi 'fits item J 1 , hmm §l~imitted for review is incomplete. At this time, this office cannot adequately conduct a review to detenriine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review ·and approval. Conditions: ' / THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. ##Fire Department has reviewed both the plans for the installation of the pallet racking system and the Code onfotmance report prepared by Klausbruchner and Associates and would say that the approval of this rack system in predicated on the need to make the following changes to the existing building-and building systems: 1. the existing fire sprinkler system shall be upgraded to meet one of the three options outlined on page 1 of the Tech Report. 2. Smoke and heat venting shall be provided for as outlined on page 1 of the Tech Report and as required by the current codes. 3. a six-foot curtain board shall be constructed as provided for in Item 4.5 page 9 of the Tech Report. , 4. Item 4.6 Small Hose Connections, shall be provided for, however, hose and hose cabinets/racks are not required. In order to facilitate the issuance of the required permits to install the pallet racks, CFD shall require either a letter from the Owner representative or plans from the respective contractors demonstrating the above mentioned changes shall be made.##_ Entry: 06/12/2007 By: GR Action: CO Entry: 06/19/2007 By: GR Action: AP From: To: CC: Date: Subject: Attachments: Greg, "Ed Salinas" <EdS@callawaygolf.com> <gryan@ci.carlsbad.ca.us> "Ken Hewitt" <ilssken@yahoo.com>, "Mike Majors" <MikeMa@callawaygolf.com ... 6.19.07 12:09 PM Follow-Up to CB071466; Callaway Golf Rack Project CG HQ Ware Permit Cond &-Comments 6-19-07.pdf Please find the attached letter addressing comments/conditions Callaway Golf has agreed to, allowing the permit process to proceed. Please do not hesitate to call me if you have any questions or concerns. Thanks, Ed Salinas· Planning Project Manager Callaway Golf (760) 930-8315 . r June 19, 2007 Mr. Greg Ryan City of Carlsbad Fire Department 1635 Faraday Avenue Carlsbad, CA 92008 Re: Permit# CB071466 Comments and conditions. Mr. Ryan, This letter is a response to the plan check comments issued to Innovative Storage Solutions (Callaway Golf Pallet Racking Contractor), Permit #CB071466. As the owner representative, I assure you your comments will be addressed and incorporated into the project. In some cases, the comments have already been addressed ~nd completed. Item #1 System Design: Callaway Golf has hired Schmidt Fire Protection to design the upgrade, obtain a permit, and perform the installati9n. My understanding is the fire protection plans were submitted to a plan check consultant (Daryl James & Associates) around 6/4/07 and is expected to be released this week. The plan calls for utilizing Option #2 (K-25 heads) from the code conformance report prepared by Klausbruckner and Associates. Item #2 Smoke Vents: Twelve additional smoke vents were added to the twelve existing per Smith Consulting Architects plans and Permit #CB070495. The smoke vents were installed in May 2007 by Good & Roberts, Inc. Item #3 curtain Board· We are aware of the need to fnstall the curtain board and intend to do so. We have a location as indicated on the Schmidt plans, a detail prepared by Smith Consulting Architects, and are currently seeking pricing information from general contractors. Item #4 Small Hose Connections: The small hose connections are intended to be installed as indicated on Schmidt's fire protection plan. I hope this letter serves as assurance that Callaway Golf will meet the 90nditions set forth to facilitate the required permit to install the pallet racks. Sincerely, ~~ Mike Majors Director of Facilities & Planning Callaway Golf Corrpany, 2180 Rutherford Road, Carlsbad, CA 92008 ·1 . ' .:J7 19:10 8587553744 PAGE2 /...1 Carlsbad Fire Department .APPLICANT COPY Plan Review Requlrement3 Category: TI, JNDUST Date ofReport:06-12-2007 Name: Address: Permit#: CB071466 •. Job Name: CALLA WAY-STORAGE RACKS IN Job Acldress: 2285 RUTFJ:BRFORD RD CBAD Reviewed.by:_~,"""'-~~ JNCOMPLETE ·· The item you have submitted, for icmew is incomplete. At this time, this office cannot adequately conduct a teview to determine compliance with. the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessaiy plans and/or specifications, with changes ''clouded'', to this office for review and approval. ·Condftions: Cond: CON0002144 [NOT MBT] Fire Department hasreviewed both the plans for the inslallatjon oftbc: pallet-racking sys(em and 1he Code onforma:nce report prepared by Klausbruchner and Associates and would say that the approval of this raek: sysl:el:n. in predicated on the need to make the following changes to the existing building and building systems: · 1. the existing fire sprinkler system.shall be upgr~ecHo meet one of the t.lm:e options outlined on page l of the Tech Report. 2. Smoke and heat venting shall be provided for as outlined on page l of the tech Report and as required by the current codes. ~ 3. a six-foot curtain board shall be constructed as pnwided f9r in Item 4.5 page 9 of the ~ech Report. 4. Item 4.6 Small Hose Connections, shall be provided for, however, hose and hose cabinets/racks are not required. . , , . . ,fn ~ to ~litate the issuance of~-required~~ to~ the ~allet ~; ~;;;-· ··- \ require either a letter from the Owner r~ve or plans from the respective contractors \dcmons1rating the above mentioned changes shall be made. '-. Entry: 06/12/2007 By; GR Action: PA "'---.. -·-.... -....... ,.. . , ..... --.._~--~ \ Carlsbad Fire Department # , BUILDING DEPl'= COPY Plan Review Requirements Category: TI , INDUST Date of Report: 06-12-2007 Name: I!~ Reviewed·by: ___ Pj~-~---- Address: Pennit #: CB071466 Job Name: Job Address; CALLA WAY-STORAGE RACKS IN 2285 RUTHERFORD RD CBAD. INCOMPLETE The item you have submitted for review is incomplete. At this time, this.office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0002144 [NOT MET] Fire Department has reviewed both the plans for the installation 9fthe pallet racking system and the Code onformance report prepared by Klausbruchner and Associates and would say that the approval of this rack system in predicated on the need to make the following changes to the existing building and building systems: 1. the existing fire sprinkler system shall be upgraded to meet one of the three options outlined on page 1 of the Tech Report. ' · 2. Smoke and heat venting shall be provided for as outlined mi page 1 of the Tech Report and as requited by the· current codes. 3. a six-foot curtain board shall be constructed as provided for in Item 4.5 page 9 of the Tech Report. 4. Item 4.6 Small Hose Connections, shall be provided for, however, hose and hose cabinets/racks are not required. fu order to facilitate the issuance of the required permits to install the pallet racks, CPD shall require either a letter from the Owner representative or plans from the respective contractors demonstrating the above mentioned changes shall be made. Entry: 06/12/2007 By: GR. Action: PA • SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 'STORAGE-RACKS STEEL SHELVING .DRIVE-IN RACKS MOVABLE SHELVING CANTILEVERRACKS STORAGERACKS MEZZANINES MODULAR OFFICES CONVEYORS GONDOLAS CAROUSELS · BOOKSTACKS PUSHBACK RACKS FLOW RACKS RACKBUILDINGS FOOTINGS · . SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS . P,RODUCT TESTING FIELD·INSPECTION SPECIAL FABRICATION PERMITTING SERVICES ALAS~· ARIZONA CALIFORNIA. COLORADO CONNECTICUT FLORIDA GEORGIA IDAHO . ILLINOIS INDIANA KANSAS SEISMIC ANALYSIS OF STORAGE RACKS FOR CALLAWAY GOLF 2180 RUTHERFORD ROAD CARLSBAD, CA 92008 Job No. 07-0572B KENTUCKY MARYLAND MASSACHUSETTS MICIDGAN. .MINNESOTA :MISSOURI MONTANA NEBRASKA NEVADA NEW JERSEY NEWMEXICO 191 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869-0989 NORTH CAROLINA omo OKLAHOMA OREGON PENNSYLVANIA TENNESSEE TEXAS UTAH VIRGINIA WASIDNGTON WISCONSIN PROJECT CALLA WAY GOLF ·e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STRE;ET, POMONA, CA 91768 FOR SHEETNO. CALCULATED BY DATE INNOVATNE LIGHTING & STORA 2 TABLE OF CONTENTS T~LE OF CONTENTS & SCOPE PARAMETERS . COMPONENTS & SPECIFICATIONS LOADS &DISTRIBUTION . LONGITUDINAL ANALYSIS TC 5/21/2007 2 3 4 10 11 COL~ --·-.. -----· .. -· ... ·---· ... _ .......... -.. _ ........ _.. . .............. _ .. _.. ....... . .. ................ .. ........... -............ _._._ .. _ ... -.... .. ......... . . ... -· .... _.. .... .. 12 BEAM ---·-· ---··------··-·· .. -···-· _ .... -..... _ ........... -·--.... --·--.... -......... __ .............. _ ..... -"" ..... _ ......... ---· -.. -..... -.. ·-.... ... · 13 BEAM TO COLUMN --.. -···· ·-· ... -.. ----·-.. ··---···-··-··-·-.. --.. --·-.. ·-···· .. --.. ·--· ·-·-· -· .. -·. -......... _ ........ ---........ · · 15 BRACING OVERTURNING BASEPLATE SLAB & SOIL SCOPE: ~ •, ., ,., • n ~--_;,.,, ""-• n n" '' "'"'";• •'"'" ,,,..,., , •• • ~ ,~., "'' ,.,, " ,.., • '""'" • THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS . 16 17 18 19 COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. ·e MATERIAL HANDLING ENGINEERING . TEL : (909)869 -0989 FAX , (909)869 -0981 - 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAG SHEETNO. 3 CALCULATED BY TC DATE 5/21/2007 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR 1;30TH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. ' STABILITY IN THE :i:.,ONGiTUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING* .) . TRIBUTARY AREA LEGEND ___ / ___ _ I ,-,, I.COLUMN 2.BEAM -_ 3. BEAM TO-COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6. DIAGONAL BRACING '' ;, I ! I : I I I , __________ J TRANSVERSE · 7. BACK TO 1;3ACK CONNECTOR LONGITUDINAL * ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET e MATERIAL HANDLING ENGINEERING PROJECT · CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEET NO. 4 TEL: (909)869-0989. FAX: (909)869 -0981 CALCULATED BY TC 161 ATLANTIC STREET POMONA .CA 91768 DATE 5/21/2007 .. COMPONENTS & SPECIFICATIONS :TYPEC . ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC ' -' I W4 " Yl =42in. LEVELS=4 H1 =48 in. Wl =2400 lbs. T Y2=42in H2=48 in. W2 =2400 lbs. Y5 Y3=42in PANELS=5 H3 =48 in. H4 W3 =2400 lbs. + Y4=42in H4=48 in + W4 =2400 lbs. ; W3 ~ Y5= 12in LIVE LOAD = 2400 lbs. Y4 FRAME HEIGHT= 192 in. H3 · + + / H .W2 H Y3 FRAME DEPTH= 42 in. + BEAM LENGTH= 96 in. H2 ~ + Y2 W1 + ZONE== Zo·ne 4 (Na= 1) !/ TYPE= SINGLE ROW H1 Y1 ., J ·+ ' ' ' ... ,.'· ' ·' ' ,f L 7r ~ D--;,( COLUMN· BEAM @ Level 1 CONNECTOR@ Level 1 OK OK OK 3x3xl4ga '3.375" deep x 0.075" thk THREE PIN CONNECTOR Steel= 55000 psi ' Steel= 55000 psi Stress= 63% S~ess=46% Max Static Capacity = 3981 lb. Static Stress = 60% . Seismic Stre~s = 31 % COLUM;N BACKER B]j::A,M @ Level 2+ CONNECTOR@ Level 2+ OK OK . 13.375" deep x 0.075" thk .... '.fHREE PIN CONNECTOR None Max Static Capacity =.3981 lb. Stress=56% Stre~s = Static Stress = 60% Seismic Stress =c 28% BR..;.CING SLAB&SOIL OK OK Slab = 611 X 4000 psi OK HORIZONTAL DlAGONAL Soil Bearing Pressure = 4500 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X 1-1/2 X 16ga Slab Puncture Stress = 50% Stress := 22 % Stress=44% Slab Bending Stress= 16% BASEPLATE ' ANCHORS . ··-· OK Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. OK 8 inX 5 in X 0.375 in Pullout Capacity= 580 lbs . . Steel = 36000 psi i• Shear Capacity = 1190 lbs. MBase = 8390 in. lb-. No. Of Anchors= 4 per Base Plate Stress =92% or annroved eauan Anchor Stress = 89% - e PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE MATERIAL HANDLING ENGINEERING SHEET NO. 5 TEL : (909)869 • 0989 FAX : (9.09)869 -0981 CALCULATED BY TC 161 ATLANTIC STREET POMONA CA 91'768 DATE· I 5/21 2007 COMPONENTS & SPECIFICATIONS : TYPED ANALYSIS PER CHAP 22, DIV-X OF TIIB 2001 CBC Hl =60 in ' ' .T W4 Wl =2400 lbs. " 1'"" Yl =42 in LEVELS=4 ~ i-----, Y2=42in H2=60in W2 =2400 lbs. Y6 == Y3 = 42 in PANELS=6 ID =60 in. H4' · W3 =2400 lbs. + ~ H4=58 in + W4 =2400 lbs. 7 Y4=42 in W3 Y5 Y5 = 42 in LIVE LOAD = 2400 lbs. t Y6= 18in FRAME HEIGHT= 249 in. H3 ~ z + Y4 H W2 H + ' FRAME DEPTH= 42 in. K Y3 BEAM LENGTH= 96 in. H2 + 7 + W1 Y2 ZONE=Zone 4 (Na= 1) + L lS TYPE= iNTERCONNECTED H1 Y1 I= J ~ ~. ½,;-' " /~ L· 7r ,f--D -:f ,f--D -;f COLUMN BEA;M:@ Level 1 CONNECTOR@ Level 1 OK OK OK 3x3x14ga 3.375" deep x 0.075" thk THREE PIN CONNECTOR Steel = 55000 psi Steel = 55000 psi Stress= 81% Stress=61% Max Static Capacity= 3981 lb. S_tatic Stress = 60% Seismic Stress = 41 % COLUMN BACKER BEAM@ Level 2+ CONNECTOR @ Level 2+ '. OK OK '3.375" deep x 0.075" thk THREE PIN CONNECTOR None Max Static Capacity= 3981 lb. Stress =67% . Stress= Static Stress = 60% Seismic Stress= 33% BRACING SLA,B & SOIL OK OK Slab = 6" X 4000 psi OK HORIZONTAL DlAGONAL Soil Bearing Pressure= 4500 psf 1-1/2 X 1-1/2 X 16ga 1-1/iX l-1/2X 16ga Slab Puncture Stress= 40% Stress= 11 % Stress= 23% · Slab Bending Stress = 8% BASEPLATE ·\··. ANCHORS OK Rainset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. OK 8 in X 5 in X 0.375 in, Pullout Capacity= 580 lbs. Steel= 36000 psi l Shear Capacity= 1190 lbs. MBase = 8533 in. lb. No. Of Anchors= 2 per Base Plate Stress=93% or aooroved eauan Anchor Stress = 25% ' e MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -0981 161 ATLANTIC STREET POMONA CA 91'168 ... . . -(· COMPONENTS & SPECIFICATIONS PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEET NO. 6 CALCULATED BY TC DATE 5/21/2007 : TYPEE .. ANALYSIS PERCHAP 22, DIV X OF THE 2001 CBC ' H1 =60 in I W4 WI =1200 lbs. " T :----: YI =42 in LEVELS=4 ~ Y2=42in H2=60in. W2 =3600 lbs. Y6 -W3 =3600 lbs. + -Y3 =42in PANELS=6 H3 =60 in: H4 7 ·y4=42in ~ H4 =48 in. + W4 =3600 lbs. W3 Y5 Y5=42in. LIVE LOAD= Load Varies + Y6= 18in ~ FRAME HEIGHT= 240 in. H3 Y4 H + W2 H + FRAME DEPTH= 42 in. Y3 BEAM LENGTH= 144 in. H2 + + ~ z W1 Y2 ZONE=Zone4 (Na= 1) ; + ~ TYPE= INTERCONNECTED H1 Y1 = J +. ' -. ,\..·• .... ' ~ '-I • /~ L + ,f--D -7( ,f-D -,r COLUMN .. .· BEAM @ Level 1 CONNECTOR@ Level 1 OK : OK OK 3x3x14ga 15.625" deep x 14GA ; FOUR PIN CONNECTOR Steel= 55000 psi Steel= 55000 psi Stress =54% Stress=86% Max Static Capacity= 5447 lb. · Static Stress = 22 % Seismic Stress = 24 % . COLUMN BACKER BEAM @ Level 2+ CONNECTOR@ Level 2+ OK OK '5.625" deep X-14GA FOURPINCONNECTOR None Max Static Capacity= 5447 lb. Stress =45% Stress= Statfo Stress= 66% · s:eismic Stress = 20% BRACING SLAB&SOIL OK OK Slab = 611 X 4000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure= 4500 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X 1-1/2 X l6ga Slab Puncture Stress = 50% Stress= 14% Stress=28% Slab Bending: Stress = 17% BASEPLATE >. .. ANCHORS ,. . , OK Ramset/Redhead Tnibolt 0.5 Dia. X 2.25 Min. Embd . OK -8 inX 5 inX 0.375 in:· Pullout Capacity= 580 lbs. Steel = 3600_0 psi Shear Capacity = 1190 lbs. M:Base = 7701 in. lb .. No. Of An~hors = 2 per Base Plate Stress = 100% or annroved eaual) Anchor Stress = 25% ,·. ' e MATERIAL HANDLING ENGINEERING TEL: (909)869--0989 FAX:. (909)869 -0981 161 ATLANTIC STREET POMONA CA 91768 .. COMPONENTS & SPECIFICATIONS : TYPEJ ANALYSIS PER CHAP 22, DIV X OF THE 2901 CBC. ,, r LEVELS=3 H1 =48in H2=88 in. PANELS=6 H3=84in H3 + LIVE LOAD= 2400 lbs. FRAME HEIGHT== 240 in. H FRAME DEPTH= 42 in. · H2 + BEAM LENGTH= 96 in. ZONE= Zone 4 (Na= 1) H1 TYPE=JNTERGONNECTED . ' J ' ' ~) /r W3 W2 W1 L PROJECT CALLAWAY GOLF FOR · INNOVATIVE LJGHTING & STORAGE SHEETNO. 7 CALCULATED BY TC DATE 5/21/2007 '. Wl =2400 lbs. ~·T i----, Yl =42in Y2= 42 in W2 =2400 lbs. Y6 = Y3=42in W3 =2400 lbs. + 7 Y4=42 in Y5 Y5=42in + Y6= 18 in. ~ Y4 H + / Y3 + ~ Y2 t I/ ~ Y1 I= ~ ' . Ir }-o-f}-0--7" COLUMN BEAM @ Level 1 CONNECTOR@ Level 1 OK OK \· OK 3x3x14ga 13.375" deep X o:Q75" thk THREE PIN CONNECTOR Steel= 55000 psi Steel=;= 55000 psi Stress = 65°./4, Stress=47% · Max Static Capacity = 398.1 lb. Static Stress = 60% Seismic Stress = 32% COLUMN BACKER BEAM @ Level 2+ CONNECTOR@ Level 2+ OK OK '3.375" deep x 0.075" thk THREE PIN CONNECTOR None Max Static Capacity= 3981 lb. Stress= 65% Stress== Static Stress = 60o/o Seismic Stress = 32% BRACING SLAB&SOIL OK OK Slab = 6" X 4000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 4500 psf 1-1/2 X 1-_1/2 X 16ga i-1/iX l-1/2X 16ga Slab Puncture Stress = 30% Stress= 9% : $tress = 17% Slab Benqip.g_-i'tress = 2% BASEPLATE ... ANGHORS OK Ramset/Redhead Trubolt 0,5 .Dia. X 2.25 Min. Embd. OK 8 in X 5 in X 0.375 in .. Pullout Gap~ity = 580 lbs. Steel = 36000 psi Shear C:!ipacity = 1190 lbs. MBase = 6293 in. lb. No. Of Anchors = 2 per Base Plate Stress = 69% . or aooroved eaual) · Anchor Stress = 11 % e MATERIAL HANDLING ENGINEERING PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEET NO. 8 TEL : (909)869 -0989 FAX : (909)869 -098 i CALCULATED BY TC 161 ATLANTIC STREET POMONA CA 917ii8 D ATE 5/21/2007 COMPONENTS & SPECIFICATIONS : TYPEL ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC ' W3 Yl =42in .. iU=48 in. ,, T WI =3600 lbs. ,, T LEVELS=3 ~ Y2=42in H2=88 in. W2 =3600 lbs. Y6 Y3 =42 in = PANELS=6 H3 =84in W3 =3600 lbs. + 1/ H3 Y4 =42 in + Y5 Y5 =42in LIVE LOAD =.3600 lbs. + Y6=18in W2 · ~ FRAME HEIGHT= 240 in. Y4 H H + FRAME DEP'.I;'H = 42 in. H2 ~ t Y3 ·, BEAM LENGTH= 144 in. W1 ···+ -Y2 ZONE= Zone 4. (Na = 1) + H1 L TYPE=INTERCONNECTED J Y1 I= + ' }-D ---;f ,f-D -{ ~f L 7r COLUMN BEAM@ Level 1 CONNECTOR@ Level 1 .. OK OK OK . -~·.. . -~ . ,.,. · 3x3x14ga '5.625". deep ·x 14GA FOUR PIN CONNECTOR ' :: --•:, · .. Steel = 55000 psi Steel = 55000 psi Stress= 49% -.· Stress=73% Max Static Capacity= 5447 lb. .. Static Stress = 66% Seismic Stress = 21 % COLUMN BACKER B_EAM@ Level 2+ CONNECTOR@ Level 2+ OK OK /5.625" deep x 14GA FOUR PIN CONNECTOR . None Max Static Capacity == 544 7 .lb . Stress =48% Stress= Static ·Stress= 66% · BRACING. OK OK HORIZONTAL DIAGONAL .1-1/2 X 1-1/2)( 16ga 1-1/2 X 1-1/2 X 16ga Stress = 12 % . Stress = 25% BASEPLATE .. OK 8 inX5 inX 0.375 in · Steel= 36000 psi MBase = 8533 in. lb. Stress =98% . -. ~- ' Seismic Stress = 21 % SJ:,AB&SOIL Slab = 611 X 4000 psi Soil Bearing Pressure = 4500 psf Slab Pi,Jncture Stress = 44.% Slab Bending Stress = 11 % ANCHORS Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. Pullout Capacity= 580 lbs. Shear Capacity = 1190 lbs. No. Of Anchors = 2 per Base Plate or annroved eauan Anchor Stress = 14 % .. .. . . . OK OK .. PROJECT . CALLAWAY GOLF e FOR INNOVATIVE LIGHTING & STORAGE MATERIAL HANDLING ENGINEERING SHEET NO. 9 CALCULATED BY TC TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 DATE 5/21/2007 COMPONENTS & SPECIFICATIONS : TYPE M ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC LEVELS=3 PANELS=6 LIVE LOAD = 2400 lbs. FRAME HEIGHT= 240 in. FRAME DEPTH= 42 in. BEAM LENGTH= 108 in. ZONE= Zone 4 (Na = 1) TYPE= INTERCONNECTED COLUMN Hl ==48 in . H2==88 in.: H3==84in. · \ ., J ..... ·;.,,, .. ··· OK ' T W3 H3 t W2 ' i====:===tl H H2 t W1 l========ll H1 J ' ,-r-L B.EAM@ Level 1 Wl ==2400 lbs. W2 ==2400 lbs. W3 ==2400 lbs. "-y- . ~ONNECTOR@ Level 1 Yl ==42 in. Y2==42 in Y3==42in Y4==42 in. Y5=42in. Y6=18in. OK 3x3x14ga Steel== 55000 psi Stress =47o/o OK '3.375" deep x 0.075" thk Steel= 55000 psi '. THREE PIN CONNECTOR Stress= 63% Max Static Capacity = 2996 lb. Static Stress = 80% Seismic Stress.= 32% COUJMN BACKER BEAM @ Level 2+ CONNECTOR@ Level 2+ None Stress= OK . '3.375" deep x 0.075" thk Max Static Capacity = 2996 lb. OK THREE PIN CONNECTOR Stress= 63% Static Stress= 80% Seismic Str~ss = 32% HORIZONTAL BRACING OK OK DIAGONAL 1-1/2 X 1-1/2 X 16ga Stress=9% ]-1/2 X 1-1/2 X 16ga -Stress= 1.7% 8 inX 5 inX 0.375 in ..... i· Steel = 36000 psi 1 •. /• MBase = 6293 in. lb. i Stress = '69% t OK SJ.,AB&SOIL Slab = 611 X 4000 psi Soil Bearing Pressure= 4500 psf Slab Puncture Stress = 30% Slab Bending Stress= 2% ANCHORS Ram.set/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. Pullout Capaq\ty·,;,, 580 lbs. Shear Capaci.ty = 1190 lbs. No. Of Anchors= 2 per Base.Plate or annroved eaual) Anchor Stress = 11 % OK OK PROJECT CALLA WAY GOLF ·e FOR INNOVATIVE LIGHTING & STORAG MATERIAL .f{ANDLING ENGINEElUNG TEL: (909)869-0989 FAX: (909)869-09.81 161 ATLANTIC STREET POMONA CA 91768 LOADS AND DISTRIBUTION: TYPE L SHEET NO. 10 CALCULATED BY TC DATE 5/21/2007 . Detennines Seismic Base Shear per Section 2228.5, Chap 22, Div X of the 2001 CBC. / Fn ---t-~------;-f F5 1----1---J F4 EL5 SEISMIC ZONE: Number Of Levels: wLL (Sum oflive loads) : wDL (Sum of dead loads): TOTAL FRAME LOAD: Zone4 3 10800lbs 300lbs 11100.ll?s · LONGTUDINAL DIRECTION n: 2 Ca: I: Na: Rw (Longitudinal): Rw (Transverse): TTT 2.S·Ca·Na·I(wLL · D'L) r.1,,ong= · -. -+w Rw· I.4 rJ · n: 2 0.44 1.00 1.00 5.60 4.40 -V - EL< EL3 1----1.,--F3 EL2 1----1-F2 EL1 F1 "' .. I-d --1 TRANSVE~~E-DIRECTION TJ7T'. 2.S·Ca·Na·I(wLL D'L) r1.rans= --+w · Rw·l.4 n (2.5 X 0.44 X 1 X 1 X ((10800/2) .t 300)) / (5.6 X 1.4 (2.5 X0.44 X 1 X 1 X ((10800/2) + 300)) / (4.4 X 1.4) VLong: 800 lbs VTrans: 1018 lbs F, = v( W,H, J IW;H; .. h~ LONGITUDINAL TRANSVERSE Levels .. ·,wx wxhx J; wx wxhx J; 1 48 1~900 ' ~. ,, 91,200 95 1,900 91,200· 121 l,9QO •· 2 136 258,400 269 1,900 2?8,400 343 3 220 l,~·db"· 418,000 436 1,900 ,:_4i8,ooo 554 •' 767,600 800 lbs . 797,600 1018 lbs I < •) e MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 LONGITUDINAL ANALYSIS: TYPE L PROJECT FOR SHEETNO. CALCULATED BY DATE CALLA WAY GOLF INNOVATIVE LIGHTING & STORAG 11 TC . 5/21/2007 THE ANALYSIS IS BASED ON TflE PORTAL METHOD, WTIH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE .FOR PINNED CONDITION, WHERE mE BASE PLATE CANNOT CARRY MOMENT). M Upper + M Lower = M Conn'R' + M Conn•i• M Conn'R' = M Conn'L' Mconn • 2 = M Upper + M Lower M =(MUpper +MLowerJ+M Conn 2 Ends = 400 lbs 8533 in/lb ' LEVELS hi . ·:·, \ 1·{ , .. ' '1· .··1 1 46 > ,\ t 2 88 . 3 '84 I. • ' .!.~ • l SAMPLE CALC. M,_, = (Vcol ·hi) -M Base MEnds = 2218 in/lb J; 48 134 218 = (400 lbs X 46 in}-8533 in/lb= 9,867 in/lb FRONT ELEVATION AXIAL LOAD MOMENT Mconn 5,550 9,867 14,896 3,700 15,488 14,540 1,850 9,156. 6,796 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTir. STRRET POMONA CA 91768 COLUMN ANALYSIS: TYPEL PROJECT FOR SHEET NO. CALCULATED BY DATE CALLAWAY GOLF. INNOVATIVE LIGHTING & STORAG 12 TC 5/21/2007 ANALYZED PER DIV VII, CHAP 22 OF THE 2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Axial P= 3700 lbs M= 15488 in/lb Kx·Lx = 1.2 X 86inJ l .326in Rx = 77.8 Ky·Ly = 1 X 42in / 1.08in RY = 38.9 IT2E = F- e -(k·½Maxj 48.1 KSI FY 2 = 28KSI . Since : ~ > FY /2 KL -Max = 77.8 R ( F J 55 KSI X [1 -55 KSI / (4 X 48.06718KSI)] F =F 1--Y- n. Y 4· F 39.3 KSI . e Pn = Aeff · F;, p =1'n a Qc p ~ Flexure p Since:->0.15 pa 0.643 in"2 X 39.3 KSI = 25249 lbs / 1.92 = = 0.28 . p M Check: -+-x-~ 1.33 P ·Max a Mvield=M =S ·F = . ~ y X y 0.753 In"3 X 55000 PSI = 25249lbs 13150 lbs 41415 in/lb,. M Max=-Y Qf = 41415 / 1..67 = 24799 hi/lb = (3.14159)"'2 X 29500 KSI X 1.13 / (103.2 = 30892 lbs = (1 / (1 -(1.92 X 3700 lb/ 30892 lb)))"-1 = 0.77 (3700 lb /13150 lb)+ (0.85 X 15488 in/lb/ 24799 in/lb X 0.77) == 0.97 < 1.33 (73%) SECTION PROPERTIES A : 3in B : 3 in t : 0.075 in Aeff: 0.643 in" Ix : 1.13 in"4 Sx : 0.753 in"3 Rx : 1.326 in Iy : 0.7492 in" Sy : 0.493 in"3 Ry : 1.08 in Kx : 1.2 Lx : 86 in Ky : 1 Ly : 42 in Fy : 55 KSI E : 29500 KSI Oc: 1.92 Q.f: 1.67 Cmx: 0.85 Cb: 1 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -09$1 161 ATLANTIC STREET, POMONA, CA 91768 BEAM ANALYSIS : TYPE L . PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEETNO. 13 CALCULATED BY TC DATE . 5/21/2007 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM For a simply supported beam, the max moment at the center is given byWL 2 /s . An.assumption of partial fixity will decrease this maximum moment by the following method. Percentage of End Fixity=· 10% MCenter = MCenter(Simple ends) -0*MCenter(Fixed ends) </J= 0.1 . wz 2/s-(¢·Wl 2 /1i)= 0.117·Wl2 I:: ReductionCoefficientj3= 0.117/0.125 ::=;, 0.933 ' . . { M center = /3 · Wl2 /8 =0.933 . Wf 2 /s·· .. · .. --.. ~-., ... ----..... Cl M Ends = r/J ·M Ma)FixedEnds) = Wl.2 /12 · 0.1 -------------·--c··::······ ·ji-------.--L----i•I =-0.0083, . W/2 EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam, the max deflection ~t the center is given b)6W/ 4 /384 EI An assumption of partial fixity will decrease this.maxim~ deflection by the following method. ~ -13. swt4 Max -384, E · f X LiveLoad I lvl = 3600 lbs- DeadLoad I lvl =4lb/ft X 2 X (144/12 =:= 96 Ibs M -0 117* W/2 =31046 in/lb Center -• MEnds = 0.0083* Wf2 = 221~ in/lb F'b = 0.6 · FY = 33000 PSI . FB Eff. == 33000 PSI TYPICAL BEAM FRONTVIEW e MATERIAL 'HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMOl-{A, CA 91768 BEAM ANALYSIS: TYPE L MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: 1. MAXIMUM MOMENT CAPACITY F,, =MjSX v'B _ p.(wz2/8) I'. Elf -sx : FBEff ·16-S Max.Weight llvl = · · x • a . /J·L = ((33000 X 16 X 1.58) / (0.933 X 144)) X 0.875 = 5447 Ibs/lvl 2. MAXIMUM ALLOW ABLE DEFLECTION Lialfo~ =; L/180 = 0.8 In Li= 5Wl4 . p . 384·E·I -X . llf UT• h // [ 384·E·fx·LiA/low L3 .1v.1ax.rr ezg t v = · . 5-40 PROJECT FOR SHEETNO. CALCULATED BY DATE CALLA WAY GOLF INNOVATIVE LIGHTING & STORAGE 14 . TC 5/21/2007 t--: B -t-C 1 b ~-1 r l~ J = 4.59 inA4 S = 1.58 inA3 X. X FY =55000·PSI ':1-(impactCoefficient) = 0.875 /J = 0.933 0 = O. l L(Length) = 144 in Lu = 144 in . Step=· 0.75 in -BeamThickness = 0.075 in BeamDepth = 5.625 in TopWidth = 1.75 in Bottom Width= 2.75 in = ((384 X29000000 X4.59 X 0.8) / (5 -(4 X 0.1))) X 144A3 = 5954lbs/lvl MAXIMUM ALLOW ABLE LIVE LOAD PER LEVEL= 5447lbs/lvl BeamStress = 66% ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL ·. . . 2; M Static = W[ 8 Mlmpact = Mstatic *1J25 M Seismic = M Conn Level Mstatic Mrmpact M Aliow,Stati~ Mseismic M Allow,Seismic Result 1 31046 · 34927 52140 14896 69520 GOOD 2 31046 34927 52140 14540 69520 GOOD 3 31046 34927 52140 6796 69520 GOOD ·, e PROJECT FOR CALLA WAY GOLF INNOVATIVE LIGHTING & STORAGE MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869. -0981 161 ATLANTIC STREET, POMONA, CA 91168 SHEET NO. 15 CALCULATED BY TC DATE 5/21/2007 BEAM TO COLUMN ANALYSIS : TYPE L CONNECTION ¢APACITY DEPENDS ON THE FOLLOWING PARAMETERS: 1. SHEAR CAPACITY OF PIN PinDiameter = 0.4381n. FY = 55000 PSI A D . 2 II Shear= iamefer_ .4 -0,1507 inA2 l'shear = 0.4· Fy · Ashear = 0.4 X 55000 X 0.1507 inA = 3315 lbs 2. BEARING CAPACITY OF PIN. · .• '.t •• ColumnThickness = 0.075 ' ' Fu = 65000PSI 0=2.22 a=2.22 " .. l: : ATLEVEL 1 Pl _/{- '2 -~1 1 6" .....--+-P3-+-I-W-J !7 Q • . 1/2" -ill_l-_-+1_a--r----'1<-'112• ~-~ PBearing =a· Fu· Dia.· Col.Thickness /0. = 2.22 X 65000 X 0.438 X 0.075 / 2.22 = 2135 lbs 3. MOMENT CAPACITY OF BRACKET EdgeDist . = 1.0ln. Pir;Spacing = 2 In ~ = 55000 PSI C= ,Pi+Pz+.Fj+P.i Tcz;p == 0.17~ In. Sc,;p =0.127In3 = ,Pi +,Pi(4.5/6.5)+,Pi(2.5/6.5)+,Pi(.5/6.5) = Pl X2.154 Mcapacity=Scup·Fsending = .9.127JnA3X.66XFy = 4610in-lb C·d=Mcapaclty = 2.154 f>i·d·· d = EdgeDist /2 . -0.5 Pc/ip = Mcapacity/( 2.154 · d) = 4610 / (2.154 X 0.5)= 4280 lbs MINIMUM VALUE OF Pl GOVERNS ,Pi = 2135 lbs T:;; j ~ ii ;; -~, ., ~ 1 3" I ~ ? t=7ga ,,, ;1i ','""'v1-:----,,-__ ,,,.._ ......... ,¥-1-5,en -} Mconn-Allow = [,Pi *6.5]+t.Pi*(4.5/6.5)*4.5]+[,Pi *(2.5/6.5)*2.5]+[-Pi *(.5/6.5)*.5]*1.33 = 30143in-lb > 14896in-lb OK ·e MATERIAL HANDLING ENGINEERING. · ·TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 9i76S TRANSVERSE ANALYSIS: BRACING: TYPE L PROJECT FOR SHEETNO. CALCULATED BY DATE CALLA WAY GOLF INNOVATNE LIGHTING & STORAGE 16 TC 5/21/2007 IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE tHE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING: COMPRESSION MEMBER Ldiag =~(L-.6)2 +(D-(2·BCol))2 = 5o.9" rrd· Vtrans · LDiag YC zag= . D k•l rMin (1 X 5~.9117) / (0.527) FY 2 F F > -1'... e 2 F =F(1-~J· n y 4·F . e P =Area·F n n Oc=l.92 P=~ 0 Oc Brace Stress = VDiag P.i = 1439 lbs = 96.6 In = -30667.8 PSI = 27500 = 55000 X (1 -(55000 / (4 X 30667.84) = 30.3 KSI =8374lbs =4361 lbs = 0.33 < 1.33 ,(25 %) I"" · v"" o .. , r-""' -r,......,. --I=========! I Pm~ _l V SIDE ELEVATION Panel Height (L) = 42In Panel Depth (D) = 42 In Column Depth (B) = 3 In Clear Depth (D -2*B) = 36 e PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE MATERIAL HANDLING ENGINEERING TEL: (909)_869-0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA.91768 OVERTURNING ANALYSIS : TYPE L SHEET NO. 17 CALCULATED BY TC DATE 5/21/2007 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 2001 CBC. FULLY LOADED Total Shear = 1018 lbs Movr = Vrrans · Ht-1.15 Movt = 1018X171Xl.15 = 200190in/lb Ms,= L(Wp +.85wDL)·d/2 = (10800+(.85 X 300)) X 42/2 = i32155in/lb P, _ l(Movt -Mst) Uplift-. d = (200190-232155) / 42 = -761 lbs. Puplift <= 0 No Up Lift TOP SHELF LOADED Shear = 375 lbs Jvfovt = v;op ·Ht•l.15 = 375 X 220 X 1.15 = 94875 in/lb w F1 f .................. ·r :up:;fl-----~~~--------------= (3600 + (.85 X 300)) X 42 /2 = P, _ l(Movt -Mst) Uplift -. d ANCHORS No. of Anchors : 2 Pull Out Capacity : 580 Lbs. Shear Capacity : 1190 Lbs. COMBINED STRESS = (94875 -80955) / 42 = 331 lbs. 80955 in/lb Pullv Loaded = (0 I 580 X 2))+ ((1018 /2)/(1 l?O :X 2)) = 0.08 Tov Shelf Loaded = (331 / (580 X 2))+ ((37512)/(1190 x 2)),,.; 0.14 USE 2 Ramset/Redhead Tmbolt 0.5 Dia: X: 2.25 Min. Embd. Anchors per BasePlate. ( or approved equal) CRDSS AISLE ELEVATION e MATERIAL HANDLING.ENGINEERING TEL: (909)869-0~89 FAX: (909)869 -0981 161 ATLANTIC STREET; POMONA, CA 91768 BASEPLATE ANALYSIS: TYPEL PROJECT FOR SHEETNO. CALCULATED BY DATE CALLA WAY GOLF INNOVATIVE LIGHTING & STORAGE 18 TC 5/21/2007 THE BASE PLATE WILL BE ANAL YZEI?'WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1. MOMENT CAPACITY OF THE BASE PLATE, 2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3. Vcol*h/2 (FULL FIXITY). Mb IS THAT SMALLEST VAUJE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcoz. = 5550 lbs Base Plate Width (B) M Base · = 8533 in/lb Base Plate Devth (D) Base Plate Thickness (t) p Pcoz -=--A D·B + -Mb Jb -D·B2/6 2·b1 /22 == B . t,, /21 = /,, -h2 = 138.SPSI ' • ' ! = 100 PS(,-:. ', ·. = 60PSI 2 2 · M -wb1 -b1 r c + ] b -----·Lia+ Jbl +.67 /22 2 2 M = 829.41 in/lb b l•t2 SBase =6 = 0.02~cb FBase = .75Fy • l.33 = 36000PSI I,, = .M b 0.98,, ,:~ = P, S B~se ' FBase b ANCHOR TENSION ·.•; . -~· ·. No. of Anchors Resistin£ Tension-(n)'_ = 1 IMo T ··d2 = M Base -(Pcol · (bf 2)) = 0 <=1 OK NJ:,:GATIVE, THEREFORE NO TENSION = Sin = Sin = 0.375 in b = 3 in bl = 2.5 in Fv (base) = 36000 PSI t''+:~· ra I t l l l 11~11111 1b .. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869 -0~~1 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT . FOR SHEETNO. CALCULATED BY DATE CALLAWAY GOLF INNOVATIVE LIGHTING & STORAGE · 19 TC 5/21/2007 SLAB AND SOIL: TYPE L · THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA. OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE ~tatic = 5550 lbs Mot = 200189.7 in-lb Pniax = 1.1 ·(Li• ~tatic + l.O · (M01 / d)) · = 12569 lbs Fpunct == 2 · -!ft A =[(B+!_)+(w +!_)]·2·t punct 2 2 . h = pmax ·. ~ Apun_ct • Fpunct SLAB TENSION A _ Pmax •144 soil -1 33 ./' · • • J soil L = ~Asoii B=-JB·W +t L-B b=--2 · wb2 Mconc=2 1.33. fsou . b2 144·2 1 ·t2 scone =6 Fconc = 5rp..fj; h = Mconc Fb S Cone ' Fconc OK = 126.49PSI = 228 sq. in·. = 0.44 = 302 sq. in. = 17.39 in = 12.32 in = 2.53 in· = 133 hi-lb = 6 cb. in. = 205.55PSI = 0.11 p /,) V • / "' ll. 1,· / ' b,, B I , ' L B = 8 in w = 5 in Frame Devth d = 42in CONCRETE f'c = 4000 PSI ... t = 6in </> = 0.65 SOIL (soil = 4500 PSF " I' t ' , , REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED GOLF BALL FACILITY LOT NUMBERS 39 AND 40 CARLSBAD RESEARCH CENTER RUTHERFORD ROAP CARLSBAD, CALIFORNIA. PREPARED FOR: CALLAWAY GOLF 2285 RUTHERFORD ROAD CARLSBAD, CALIFORNIA 92008 PREPARED BY: · SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 . C8o? 1~1 Ii ~ L E ' < ... r lJ (; lJ Cl I l I I D : . ; I I ' I i ! ... i ' t.,. SOUTHERN CALIFORNIA SOIL & TESTING. INC. 6280 Riverdale Street. San Diego. CA 92120 P.O. Box 600627. San Diego, CA 91l60-0627 619-280-4321. FAX 619-280-4717 October 10, 1997 Callaway Golf 2285 Rutherford Road Carlsbad, California 92008 ·ATTENTION: Mr. Andrew Gracey SCS&T 9711220.1 SUBJECT: Report of Geotechnical Investigation, Proposed Golf Ball Facility, Lot Numbers 39 and 40, Carlsbad Research Center, Rutherford Road, Carlsbad, California. Gentlemen: In accordance with_ your request and our Proposal No. 97S228, we have completed a geotechnical investigation for the subject project. The findings and recommendations of our study are presented herewith. In general, the findings of this-study indicate that the site is suitable for the proposed development. However," a combination of expansive soils, soft near:surface fill soils; and a cut/fill transition line running through the building pad were found that will require special site preparation and foundation consideration. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNlA SOIL & TESTING, INC. CHC:CRB:mw cc: (2) Submitted (4) Smith Consulting Architects Curtis R: Burdett, C.E.G. #1090 ~= ......... [1 I, ,., r r [ [ C I I [ ·I:; tJ i i I c [ [· l f L. TABLE OF CONTENTS PAGE Introduction and Project Description. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I Project Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . I Findings . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Site Description . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 General Geology and Subsurface Conditions ............... · ................... 3 Geologic Setting and Soil Description .......... · .......................... 3 Tectonic Setting . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Geologic Hazards .................................................... 4 General ......................................................... 4 Groundshaking . . . . . . . . . . . . . . . . . . . . . . . . . . _. . . . . . . . . . . . . . . . . . . . . . . . . 4 Surface Rupture and Soil Cracking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Slope Stability . . . . · . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Liquefaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Tsunamis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Groundwater ................................ .' ................... 6 Other Potential Hazards . . . . . . . . ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Conclusions . . . . . . . .. . . . .. . . . . . . . . . . . . . . . . . : . . . . ._ . . . . . . . . . . . . . . . . . . . . . . 6 Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . .-. . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Grading . . . . . . . . . . . . . . . . . . . ·. . . . '. . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . 6 Site Preparation · . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Surface Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Wet.Soils .........................................•.•............. 7 . Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 General . .. .. . . . . . . . . . . . . .. . . . . . . . . . . . . ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Reinforcement . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Settlement Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Expan~ive Charact~ristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Foundation Plan Review . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 On-Grade Slabs . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Interior On-:Grade Floor Slabs . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Exterior Slabs-on-Grade . . . . . . . . . . . . . . . . . ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Earth Retaining Walls . . . . ; . . . . . . . . . . . . .. : . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 [1 I .:.. ·., ' ~...; [ [ ·[ r· [ I I [~ _.: ~ . ; I ,. -- I C ... L L L l: I ' . TABLE OF CONTENTS (continued) PAGE Foundati9ns ..................................................... 9 Passive Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Active Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . 9 Waterproofing and Subdrain Observation ................................. 10 Backfill . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Factor of Safety ......... _ ........ ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 ;preliminary Pavement Recommendations . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _. . . . 10 Limitations . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Field Explorations . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Laboratory 'Testing . . . . . . . . . . . . . . . . . . . . . . . . .. _. . . . . . • . . . . . . . . . . . . . . . . . . . 12 F1GURE Figure 1 PLATES Plate 1 Plate 2 Plates 3-9 Plate 10 Plate 11 Plate 12 Plate 13 ATTACHMENTS Site Vicinity Map, Follows Page 1 Plot Plan Unified Soil Classification Chart Boring Logs Grain Size Distribution Consolidation Test Results "R" Value Determination Retaining Wall Subdrain Detail APPENDICES Appendix A References Appendix B Recommended Grading Specifications -Special Provisions TEL: (909) 869-0989 MATERIAL HANDLING ENGINEERING EST.1985 STRUCTUR,AL CORRECTION FOR Callaway Golf 2180 Rutherford Road Carlsbad, CA 92008 SEIZMIC, INC. PROJECT# 07-0572A DATE: 6/25/2007 · BELOW ARE THE RESPONSES TO THE PLAN CORRECTION SHEET: FAX: (909) 869-0981 9. Provide forklift protection per section 2222.5 (or check the exception). t Analysis pro~~ed to show that protective devices are not required, see page 12B of the revised calculation ·set. 10. Recheck·all connections on sheet 07-0572B-A as follows: a) The rivet bearing capacity is only dtFu = .406 (0.0747) 65 "- -~ = 2 kips. b) Provide calculations for beam bracket weld capacities per section 2330 (allowable weld stress is member --. thickness times 26 ksi times 1.33 or the weld stress whichever is lower). c) Check the bracket maximum weak axis \ \ mom~nt. ~ a) Connectors are not studs, they are shear tabs. The shear tab capacity of the connection in bearing has been rechecked and is equal to the width of the tab times the thickness of the column times Fu, which equals 0.438 (.075).65 = 2.130 kips. Please see page 15 of structural calculations to verify. b) bracket weld per section 2330 has been checked. Please see pages 15A and 15B to verify. c) The calculation on pages 15 for the-connection bracket is taken for the maximum moment in the weak axis. 11. Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum compression load at the base from vertical plus seismic overturning. The .column moment will probably be maximum for the lateral load from the base to the first diagonal brace (not only to the first horizontal member). Calculation for the column in we~ axis bending plus axial load for transverse seismic loading has been provided. Please see page 12A of structural calculations. 12. The soil report provided shows the allowable bearing pressure is 3000 psfwith the foundation should have a minimum . depth of 24 inches below lowest adjacent grade. Si11ce the column of the rack is bearing on the surface on the soil, provide a letter from the soil engineer to show the bearing pressure at surface of the soil is 3000 psf or using 1000 psf. Calculation has been revised by using soil bearing of 1000 psf. Should there be any questions regarding the above responses, please feel free to contact me@ 909-869-0989. Sincerely, /£,-~,~--- Ta-ching Chang, SEIZMIC Inc. '" -,~. SEIZMIC. MATERIAL HANDLING ENGINEERING EST. 1985 · STORAGE RACKS STEEL SHELVING DRIVE-IN RACKS MOY ABLE SHEL YING CANTILEVER RACKS STORAGE RACKS MEZZANINES MODULAR OFFICES CONVEYORS GONDOLAS CAROUSELS BOOKSTACKS PUSHBACK RACKS FLOW RACKS RACKBUILDINGS FOOTINGS s:i:;ISMIC ANALYSIS STRUCTURAL DESIGN ClTY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES ALASKA ARIZONA CALIFORNIA COLORADO . CONNECTICUT FLORIDA GEORGIA IDAHO ILLINOIS INDIANA KANSAS SEISMIC ANALYSIS OF STORAGE RACKS FOR CALLAWAY GOLF 2180 RUTHERFORD ROAD CARLSBAD, CA 92008 Job No. 07-:0572B SALE. FATEEN, P.E. 6/26/2007 REVISED KENTUCKY MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSOURI MONTANA NEBRASKA NEVADA NEW JERSEY NEWMEXICO NORTH CAROLINA OHIO OKLAHOMA OREGON PENNSYLVANIA TENNESSEE TEXAS UTAH VIRGINIA WASHINGTON WISCONSIN 161 ATLANTIC STREET * POMONA * CA 91768. * TEL: (909) 869-0989 * FAX: (909) 869-0981 PROJECT CALLAWAY GOLF .. ·-.. e _MATERIAL HANDLING ENGINEERING TEL : (9,09)869 -0989 FAX : (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 917(?8 FOR SHEETNO. CALCULATED BY DATE INNOVATIVE LIGHTING & STORA 2 TABLE OF CONTENTS TABLE OF CONTENTS & SCOPE · PARAMETERS TC 6/26/2007 COMPONENTS & SPECIFICATIONS ............................... -............... · .... -....... _ ... ··-·· · ...... -.. . LOADS & DISTRIBUTION LONGITUDINAL ANALYSIS 2 3 4 10 11 12 COLUMN BEAM .... ............ .. .............................................................. _ .... , .. ··--··· ....... · ........... · .... · -........... · .... · ····-···· 13 BEAM TO COLUMN 15 BRACING OVERTURNING BASEPLATE SLAB&SOIL ....... ........... ....... · ................. _ ........... _ .. _ ··-................ _ ....... -......... _ .......... --· .. 16 SCOPE: 17 18 19 THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. 'j ··e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91 ~68 PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAG SHEET NO. 3 CALCULATED BY TC DATE 6/26/2007 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANAL YSlS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS. IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING* LEGEND I.COLUMN 2.BEAM 3. BEAM TO COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6. DIAGONAL BRACING 7. BACK TO BACK CONNECTOR I i I I I I I ___ ----·-__ J TRANSVERSE LONGITUDINAL * ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET .···e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET POMONA CA 91768 COMPONENTS & SPECIFICATIONS, : TYPEC PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEETNQ. 4 CALCULATED BY TC DATE 6/26/2007 ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC ' ' HI =48 in. T W4 WI =2400 lbs. ' r Yl =42 in LEVELS=4 H2=48 in W2 =2400 lbs. Y2=42in H3=48 in H4 W3 =2400 lbs. -y5 Y3 =42in PANELS=5 + H4=48 in. + W4 =2400 lbs. Y4=42 in. W3 I~ YS = 12 in LIVE LOAD = 2400 lbs. Y4 FRAME HEIGHT= 192 in. H3 + + / H W2 H Y3 FRAME DEPTH= 42 in. + BEAM LENGTH= 96 in. H2 ~ + Y2 W1 + ZONE=Zone 4 (Na= 1) / TYPE= SINGLE ROW H1 Y1 J ~ ' ' ' /~ L ~r ,+c-o4 COLUMN BEAM @ Level 1 CONNECTOR@ Level 1 OK OK OK 3x3x14ga 13.375" deep x 0.075" thk THREE PIN CONNECTOR Steel = 55000 psi Steel= 55000 psi Stress =63% Stress=46% Max Static Capacity= 3981 lb. Static Stress = 60% Seismic Stress= 31 % COLUMN BACKER BEAM @ Level 2+ CONNECTOR@ Level 2+ OK OK 13.375" deep x 0.075" thk THREE PIN CONNECTOR None Max Static Capacity= 3981 lb. Stress =56% Stress= Static Stress = 60% Seismic Stress = 28% BRACING SLAB & SOIL OK OK Slab= 6" X 4000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 1000 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X 1-1/2 X 16ga Slab Puncture Stress= 50% Stress= 22% Stress= 44% Slab Bending Stress = 69% BASEPLATE ANCHORS OK Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. OK 8 in X 5 in X 0.375 in Pullout Capacity= 580 lbs. Steel = 36000 psi Shear Capacity = 1190 lbs. MBase = 8390 in. lb. No. Of Anchors = 4 per Base Plate Stress=92% or annroved eaual) Anchor Stress = 89% .. ·e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET POMONA CA91768 COMPONENTS & SPECIFICATIONS :TYPED PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEET NO. 5 CALCULATED BY TC DATE 6/26/2007 ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC ' ,, W4 I' Yl =42 in LEVELS=4 HI =60 in. T Wl =2400 lbs. i.---,----, Y2=42in H2=60 in. W2 =2400 lbs. Y6 = Y3 =42in PANELS=6 H3 =60in H4 W3 =2400 lbs. t <---Y4=42 in. H4=58 in + W4 =2400 lbs. ~ W3 Y5 YS = 42 in LIVE LOAD = 2400 lbs. + Y6=18in FRAME HEIGHT= 240 in. H3 Y4 H + W2 H + FRAME DEPTH= 42 in. Y3 L BEAM LENGTH= 96 in. H2 + 7 + ~ W1 Y2 ZONE=Zone 4 (Na= 1) + I/ ~ TYPE= INTERCONN~CTED H1 Yi I:: J 4--' ' ' ' /f L 7r f--D -+ f--D -f COLUMN ~EAM@ Level 1 CONNECTOR@ Level 1 OK OK OK 3x3x14ga '3.375" deep x 0.075" thk THREE PIN CONNECTOR Steel= 55000 psi Steel= 55000 psi Stress= 81 % Stress =61% Max Static Capacity = 3981 lb. Static Stress = 60% Seismic Stress = 41 % COLUMN BACKER BEAM @ Level 2+ CONNECTOR@ Level 2+ OK OK . '3.375" deep x 0.075" thk THREE PIN CONNECTOR •. None Max Static Capacity== 3981.lb. Stress= 67% Stress= Static Stress = 60% _Seismic Stress= 33% BRACING SLAB&SOIL OK OK Slab = 6" X 4000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 1000 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X 1-1/2 X 16ga Slab Puncture Stress= 40% Stress= 11% Stress =23% Slab Bending Stress= 50% BASEPLATE ANCHORS ·oK Ramset/Redhead Trubolt 0.5 Dia X 2.25 Min. Embd. OK 8 in X 5 in X 0.375 in Pullout Capacity= 580 lbs. Steel = 36000 psi Shear Capacity= 1190 lbs. MBase = 8533 in. lb. No. Of Anchors= 2 per Base Plate Stress =93% or annroved eaual) Anchor Stress = 25% ·e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 • 0981 161 ATLANTIC STREET. POMONA CA 91768 COMPONENTS & SPECIFICATIONS : TYPEE ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC HI =60 in T LEVELS=4 H2=60in PANELS=6 H3=60 in. H4 H4=48 in + LIVE LOAD= Load Varies FRAME HEIGHT= 240 in. H3 H + FRAME DEPTH= 42 in. BEAM LENGTH= 144 in. H:2 + ZONE=Zon~4 (Na= l) TYPE= INTERCONNECTED H1 .I ' ' ' /~ W4 W3 W2 W1 L PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEET NO. 6 CALCULATED BY TC DATE I 61 6 2 2007 wi =1200 lbs. " T YI =42in i----; Y2=42in W2 =3600 lbs. Y6 ;:::: Y3 =42in W3 =3600 lbs. + ~ W4 =3600 lbs. 7 Y4=42in Y5 Y5 =42in + Y6 = I8in. ~ z Y4 H + K ~. Y3 + Y2 + ~ ~ Y1 I= 4- ;r f-" D ~ }-D -{ COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK OK OK 3x3x14ga 15.625" deep x 14GA FOUR PIN CONNECTOR Steel= 55000 psi Steel = 55000 psi · Stress= 54% Stress =86% Max Static Capacity= 5447 lb. Static Stress = 22 % Seismic Stress = 24 % COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+ OK OK '5.625" deep x 14GA FOUR PIN CONNECTOR None Max Static Capacity= 5447 lb. Stress= 45% Stress= Static Stress= 66% Seismic Stress= 20% BRACING ·SLAB&SOIL OK OK· Slab = 611 X 4000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 1000 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X 1-1/2 X 16ga Slab Puncture Stress = 50% Stress= 14% Stress=28% Slab Bending Stress= 69% BASEPLATE ANCHORS OK Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. OK 8inX5inX0.375in Pullout Capacity= 580 lbs. Steel= 36000 psi Shear Capacity= 1190 lbs. MBase = 7701 in. lb. No. Of Anchors = 2 per Base Plate Stress = 100% or annroved eauan Anchor Stress = 25% ··e MATERIAL HANDLING ENGINEERING TEL: (909)869. 0989 FAX: (909)869 -0981 161 ATLANTIC STREET POMONA CA 91768 COMPONENTS & SPECIFICATIONS :TYPEJ PROJECT CALLAWAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEET NO. 7 CALCULATED BY TC DATE 6/26/2007 ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC ,, T W3 " T YI =42 in LEVELS=3 H1 =48 in Wl =2400 lbs. --: Y2=42in H2=88 in W2 =2400 lbs. Y6 I= Y3 =42in PANELS=6 H3 =84in W3 =2400 lbs. + H3 7 ~ Y4=42in t Y5 YS =42in LIVE LOAD = 2400 lbs. + Y6 = 18 in W2 ~ 7 FRAME HEIGfJ:T = 240 in. Y4 H H2 -H + ~ FRAME DEPTH= 42 in. t Y3 BEAM LENGTH= 96 in. W1 + -L Y2 ZONE= Zone 4 (Na= 1) t H1 ~ TYPE=INTERCONNECTED J . Y1 I= + ' ' ' ;f L' ~r f-D -{ ,f--D -{ COLUMN BEAM-@ Level 1 CONNECTOR @ Level 1 OK OK OK 3x3xl4ga 3.375" deep x 0.075" thk THREE PIN CONNECTOR Steel= 55000 psi Steel= 55000 psi Stress =65% Str.ess=47% Max Static Capacity= 3981 lb. Static Stress = 60% Seismic Stress= 32% COLUMN BACKER BEAM@ Level 2+ _ CONNECTOR@ Level 2+ OK OK 13.375" deep x 0.075" thk THREE PIN CONNECTOR None Max Static Capacity= 3981 lb. Stress =65% Stress= Static Stress = 60% Seis)Uic Stress = 32 % BRACING SLAB&SOIL OK OK Slab= 611 X 4000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 1000 psf 1-1/2 x_ 1-1/2 x I6ga 1-1/2 X 1-1/2 X 16ga Slab Puncture Stress = 30% Stress=9% Stress= 17% Slab Bending Stress = 31 % BASEPLATE ANCHORS OK Ram.set/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. OK 8 inX 5 inX 0.375 in Pullout Capacity= 580 lbs. Steel = 36000 psi Shear Capacity = 1190 lbs. MBase = 6293 in. lb. No. Of Anchors= 2 per B'ase Plate Stress=69% or annroved eaual) Anchor Stress = 11 % ·e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET POMONA CA 91768 . COMPONENTS & SPECIFICATIONS :TYPEL ANALYSIS PER CHAP 22, DIV X OF THE.2001 CBC ' Hl =48 in T LEVELS=3 H2=88 in PANELS=6 H3 =84 in H3 + LIVE LOAD = 3600 lbs. FRAME HEIGHT= 240 in. H· FRAME DEPTH= 42 in. H2 + BEAM LENGTH= 144 in. ZONE= Zone 4 (Na= 1) H1 TYPE= INTERCONNECTED J ' /f W3 .. W2 W.1 L PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEET NO. 8 CALCULATED BY TC DA TE 6/26/2007 Wl =3600 lbs. T' Yl =42 in ~ Y2=42 in W2 =3600 lbs. Y6 = Y3 =42 in W3 =3600 lbs. + [7 ~ Y4=42 in Y5 Y5=42 in + Y6=18in i~ Y4 H + L ~ Y3 + ~ Y2 t I/ ~ Y1 = + ' ;r {-D -f {-D -f COLUMN BEAM @ Level 1 CONNECTOR@ Level 1 OK OK OK 3x3x14ga 15.625" deep x 14GA FOUR PIN CONNECTOR Steel= 55000 psi Steel= 55000 psi Stress =49% Stress =73% Max Static Capacity= 5447 lb. Static Stress= 66% Seismic Stress = 21 % COLUMN BACKER BEAM @ Level 2+ CONNECTOR@ Level 2+ OK OK· . 15.625" deep x 14GA FOUR PIN CONNECTOR None Max Static Capacity= 5447 lb. Stress=48% Stress= S{atic Stress= 66% Seismic Stress = 21 % IJRACING SLAB & SOIL HORIZONTAL ·oK OK Slab = 611 X 4000 psi OK DIAGONAL Soil Bearing Pressure = 1000 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X 1-1/2 X 16ga Slab Puncture Stress = 44 % Stress= 12% Stress =25% Slab Bending Stress = 56% BASEPLATE ANCHORS OK Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. OK 8 in XS in X 0.375 in Pullout Capacity= 580 lbs. Steel= 36000 psi . Shear Capacity = 1190 lbs. MBase = 8533 in. lb. No. Of Anchors = 2.per Base Plate Stress =98% or annroved eaual) Anchor Stress = 14 % --e MATERIAL HANDLING 1;:NGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET POMONA CA 91768 COMPONENTS & SPECIFICATIONS :TYPEM PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING & STORAGE SHEET NO. 9 CALCULATED BY TC DA TE 6/26/2007 ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC ,, T W3 " T Yl = 42 in LEVELS=3 H1 =48 in Wl =2400 lbs. i---, Y2=42 in H2=88 in W2 =2400 lbs. Y6 I::= Y3 =42in PANELS=6 H3=84in W3 =2400 lbs. + H3 / ~ Y4=42 in t Y5 YS =42 in LIVE LOAD = 2400 lbs. + Y6= 18in W2 ~ z FRAME HEIGHT= 240 in. Y4 H H + FRAME DEPTH= 42 in. H2 t Y3 BEAM LENGTH= 108 in~-W1 + ~ z Y2 ZONE=Zone 4 (Na= 1) + H1 ~ TYPE= .INTERCONNECTED J Y1 I= ..{... ' ' ' ' /f L 7r }-o-f ,f-.D-t COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK OK OK 3x3x14ga 3.375" deep x 0.075" thk THREE PIN CONNECTOR Steel= 55000 psi Steel = 55000 psi Stress =63% Stress =47% Max Static Capacity = 2996 lb. Static Stress = 80% Seismic Stress= 32% COLUMN BACKER BEAM@Level 2+ CONNECTOR @ Level 2+ OK OK '3.375" deep x 0.075" thk THREE PIN CONNECTOR None Max Static Capacity = 2996 lb. Stress= 63% Stress= Static Stress = 80% Seismic-Stress= 32% BRACING SLAB&SOIL OK OK Slab= 6" X 4000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 1000 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X hl/2 X 16ga Slab Puncture Stress= 30% Stress=9% Stress= 17% Slab Bending Stress = 31 % BASEPLATE ANCHORS OK Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. OK 8 in X 5 in X 0.375 in Pullout Capacity = 580 lbs. Steel = 36000 psi Shear Capacity= 1190 lbs. MBase = 6293 in. lb. No. Of Anchors = 2 per Base Plate Stress =69% or annroved eaual) Anchor Stress = 11 % ···e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET POMONA CA91768 LOADS AND DISTRIBUTION: TYPE L PROJECT CALLA WAY GOLF FOR INNOVATIVE LIGHTING& STORAG SHEET NO. 10 CALCULATED BY TC DATE . 6/26/2007 EL" ~ Detennines Seismic Base Shear per Section 2228.5, Chap 22, Div X of the 2001 CBC. / Fn ELS / F5 -V - SEISMIC ZONE: Zone4 Ca: 0.44 EL4 F4 Number Of Levels: 3 I: 1.00 EL3 -F3 wLL (Sum oflive loads) : 10800 lbs Na: 1.00 EL2 -F2 wDL (Sum of dead loads): 300 lbs Rw (Longitudinal): 5.60 EL 1 F1 o, n• TOTAL FRAME LOAD: 11100 lbs Rw (Transverse): 4.40 I-d --l LONGTUDINAL DIRECTION TRANSVERSE DIRECTION n:. 2 n: 2 T7L 2.5-Ca·Na·I(wLL DL) r. ong= · . --+w · Rw-1.4 n Tm 2.5-Ca·Na·I(wLL DL) r.1rans= --+w Rw-1.4 n (2.5 X 0.44 X 1 X 1 X ((10800/2) + 300)) I (5.6 X 1.4 (2.5 X 0.44 X I X I X ((10800/2) + 300)) / (4.4 X 1.4) VLong: 800 lbs VTrans: 1018 lbs F = v( W,H, J , . rw;H; Levels hx LONGITUDINAL TRANSVERSE wx wxhx J; wx wxhx f, 1 48 1,900 91,200 95 1,900 91,200 121 2 136 1,900 258,400 269 1,900 258,400 343 3 220 1,900 418,000 436 1,900 418,000 554 767,600 800 lbs 767,600 1018 lbs ·-,e MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 LONGITUDINAL ANALYSIS: TYPE L PROJECT CALLAWAY GOLF FOR INNOVATNE LIGHTING & STORAG SHEET NO. 11 CALCULATEDBY TC DATE 6/26/2007 THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). M Upper + M Lower = M Conn'R' + M Conn'L' M Conn'R' = Jyf Conn'L' M Conn • 2 = M Upper + M Lower M = (MUpper + MLower J + M Conn 2 Ends VLong Vco/ =2 = 400 lbs MBas~ = 8533 iI1/lb LEVELS 1 2 3 SAMPLE CALC. Ml-I= (Vc01 ·hi)-MBase hi 46 88 84 M Ends = 2218 in/lb /; 48 134 218 = (400 lbs X 46 in) -8533 in/lb= 9,867 in/lb FRONT ELEVATION AXIAL LOAD MOMENT Mconn 5,550 9,867 14,896 3,700 15,488 14,540 1,850 _ 9,156 6,796 ··e PROJECT CALLAWAY GOLF FOR INNOVATIVE LIGHTING & STORAG SHEET NO. 12 CALCULATED BY TC · MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -098 I 161 ATLANTIC STREET. POMONA. CA 91768 DATE 6/26/2007 · COLUMN ANALYSIS : TYPE L ANALYZED PER DIV VII, CBAP 22 OF THE 2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 3700 lbs M= 15488 in/lb Kx·Lx 1.2 X 86in / 1.326in Kx KL = 77.8 -·-Max 77.8 Ky·Ly R = 1 X 42in I 1.08in RY 38.9 Axial I12E F= = 48.1 KSI . e (k·½Maxj F· -2. = 28KSI 2 Since:~ > Fy/2 . ( F J = 55 KSI X [I -55 KSI / (4 X 48.06718KSI)] F =F 1--Y- n y 4 · F 39.3 KSI e Pn = Aejf · F,, p = P,, a Qc p pa Flexure 0.643 in"2 X 39.3 KSI = 25249 lbs / 1.92 0.28 p . p M Since:->0.15 Check:-+-x-· ~1.33 Pa Pa Max 25249 lbs 13150 lbs Myield = M = S . F = 0.753 ln"3 X 55000 PSI = 41415 in/lb y X y . M Max=-Y Qf = 41415 / 1.67 = 24799 in/lb = (3.14159)"2X29500KSI Xl.13/(103.2 = 30892lbs 1 µx = i/ ( p ) . 1 1-Qc--. Per = (I/ (1 -(1.92 X 3700 lb/ 30892 lb)))"-1 = 0.77 (3700 lb/ 13150 lb)+ (0.85 X 15488 in/lb/ 24799 in/lb X 0.7.7) = 0.97 < 1.33 (73%) SECTION PROPERTIES A : 3 in B : 3 in C : t : 0.075 in Aeff: 0.643 in" Ix : 1.13 in"4 Sx : 0.753 in/\3 Rx : 1.326 in Iy : 0.7492 in" Sy : 0.493 in"3 Ry : 1.08 in Kx : 1.2 Lx : 86 in Ky :1 Ly : 42 in Fy : 55 KSI . E : 29500 KSI Oc: 1.92 Of: 1.67 Cmx: 0.85 Cb: 1 ' ., MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981' ·161 ATLANTIC AVENUE • POMONA, CA 91768 COLUMN ANALYSIS: CROSS AISLE LOADS PROJECT FOR SHEET NO. CALCULATED BY DATE. CALLAWAY GOLF INNOVATIVE LIGHTING & STORAGE 12A TC 6/26/2007 ANAL,. YZED PER DIV X, CHAP 22 OF THE 2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. COMBINED BENDING AND AXIAL LOAD @ BOTTOM OF COLUMN FOR WEAK AXIS BENDING. Pstatic= 3,700 LB Pseismic= 15488IN-LB/42 IN = 369 LB Ptotal= 4,069 LB My= V*h = 1018 LB* 8 IN = 8,144 IN-LB KxLx/rx = -1.2*86 IN/1.326 IN · V= 1,018 LB Mseismic= 15,488 IN-LB · h= 8.0 IN DEPTH= 42 IN Pcol = 77.8 <=== (Kl/r)max KyLy/ry = 1 *42 IN/1.08 IN ~l ___ DEPTH ___ l 1 1 SIDE ELEVATION = 38.9 AXIAL Fe= rrA2E/(KL/r)maxA2 (EQ C4.1-1) = 48.1 KSI Fy/2= 27.5 KSI SINCE, . Fe >._Fy/2 THEN, Fn= Fy(1.-Fy/4Fe) (EQ. C4-3) = 55 KSl*[1-55 KSl/(4*48.1 KSI)] = 39.3 KSI Pn= Aeff*Fn · (EQ C4-2) =25,249 LB Oc= 1.92 Pa= Pn/Oc (EQ C4-1) = 25249 LB/1.92 = 13,150 LB P/Pa= 0.31 > 0.15 FLEXURE CHECK: P/Pa + (Cmx*Mx)/(Max*µx) (EQ CS-1) Pf Pao + Mx/Max s 1 .-33 (EQ CS-2) Pno= Ae*Fy = 0.643 INA2 *55000 PSI = 35,365 LB Pao= Pno/Oc = 35365 LB/1.92 = 18,419 LB Myield=My= Sy*Fy = 0.493 INA3 * 55000 PSI = 41,415 IN-LB Max= My/Of = 41415 ~N-LB/1.67 = 24,799 IN-LB Per= rrA2El/(KL)maxA2 = rrA2*29500 KSl/(1.2*86 IN)A2 = 30,892 LB B Li . SECTION PROPERTIES A= 3.0 IN B= 3.0 IN C= t = 0.075 IN Aeff = 0.643 INA2 Ix= 1.130 INA4 Sx = O. 753 INA3 · rx = 1.326 IN ly = 0.749 INA4 Sy= 0.493 INA3 ry = 1.080 IN Kx = 1.2 Lx = 86.0 IN Ky= 1.00 Ly= 42.0 IN Fy= 55 KSI E= 29,500 KSI Of= 1.67 Cmx= 0.9 Cb= 1.0 µx= {1/[1-(Qc*P/Pcr)]}"-1 = {1/[1-(1.92*4069 LB/30892 LB)]}A-1 THUS,· = 0. 75 59 LB/13150.LB) + (0.85*8144 IN-LB)/(24799IN-LB*0.75) = 0.68 < 1.33, OK (EQ C5-1) (4069 LB/18419 LB)+ (8144 IN-LB/24799 IN-'LB) = 0.55 < 1.33, OK (EQ C5-2) P~OJECT CALLAWAY GOLF FOR INNOVATIVE LIGHTING & STORAGE MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA, CA 91768 SHEET NO. 12B CALCULATED BY TC DATE 6/26/2007 COLUMN ANALYSIS: PROTECTIVE DEVICE JUSTIFICATION: TYPE L COLUMN CHECKED PER 2222.5 OF THE 1997 UBC & 2001 CBC FOR STATIC LOADS ONLY. Pmax = 3700 LB <=== AT FIR$T LEVEL KxLx/rx = 1.i*86 IN/1.326 IN = 77.8 KyLy/ry = 1*42 IN/1.08 IN = 38.9 Cc= (2TT"2E/Fy)".5 = 102.0 .,. .77.8 (CONTROLS} !Al 11 1 B SINCE Kl/r < Cc USE Fa= .522Fy-[(Kl/r*Fy)/1494]"2 Fa= {.522Fy-[(Kl/r*Fy)/1494]"2}*(1/2) -= C =-J SECTION PROPERTIES = ((0.522*(55)-(77.8*(55)/1494)"2)*1000)/2 = 10,250 PSI. (EXPOSED POST CAPACITY REDUCED BY 1/2) fa = Pcol / Area = 5,754 PSI .fa/Fa = 0.56 < 1.00 O.K. TYPE= 3x3x14GA A= 3. IN B = 3. IN C=. IN D=. IN E=. IN t1 = .075 IN ~= .IN Fy= 55,000 PSI Area = .643 IN"2 Ix= 1.13 fN"4 Sx = .753 IN"3 rx = 1.326 IN ly = .7492 IN"4 Sy= .493 IN"3 ry = 1.08 IN Lx= 86 IN Ly= 42 IN THE RACKS HAVE BEEN DESIGNED PER 1997 UBC & 2001 CBC SECTION 2222.5 AS FOLLOWS: · THE RACK IS DESIGNED TO MAINTAIN ITS FULL DESIGN LOAD CAPACITY AT ALLOWABLE STRESS WITH THE EXPOSED POST CAPACITY REDUCED BY 1/2. THIS IS SHOWN BY USING 1/2 OF Fa WHICH DOUBLES THE fa/Fa RATIO. THEREFORE, COLUMN PROTECTORS ARE NOT REQUIRED. -e MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -0981 16J ATLANTIC STREET, POMONA, CA91768 BEAM ANALYSIS : TYPE L PROJECT FOR SHEETNO. CALCULATED BY DATE CALLA WAY GOLF INNOVATIVE LIGHTING & STORAGE 13 TC 6/26/2007 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY To· STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM For a simply supported beam, the max moment at the center is given byWL 2 /8 . An assumption of partial fixity will decrease rhis maximum moment by the following method. Percenta$e of End Fixity= 10% ¢= 0.1 MCenter = MCenter(Simple ends) -0*MCenter(Fixed ends) Wl 2 /8-(¢. Wl 2 /12 )= 0.117· Wl 2 i~,t: ·:~ '} (I Reduction Coefficient~= 0.117/0.125 = 0.933 Mcenter = /3 · Wl2 /8 =0.933 · Wl2 /8 !¥-' _____ ...___ ____ ~~,r:,:;', Cl ...... " ..... , .......................... _, ........ , .... , .. , .......... , ...... ---~-~ Cl MEnds =¢·MMax(FixedEnds) = wz 2/12. 0.1 = o.oos3 . wz2 -L 2max f-4--,.. -L----i·I EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam, the max deflection at the center is given by WI• /384 EI An assumption of partial fixity will decrease this maximum deflection by the following method. 5Wl4 Ll -/3·---Max -384•E •J X LiveLoad I lvl = 3600 lbs DeadLoad I lvl =4Ib/ft X 2 X (144/12 96 lbs M -0 117* wz2 =31046 in/l_b ·center -• M Ends = 0.0083* Wl 2 = 2218 in/lb· FB EJJ. = 33000 PSI TYPICAL BEAM FRONTVIEW ·'S MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 BEAM ANALYSIS : TYPE L MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: 1. MAXIMUM MOMENT CAPACITY Fb =M/Sx F'B _ p.(wz2/s) Ejf -sx FB ·I6·S Max.Weight I lvl = Eff, x • a /J·L =((33000 X 16 X 1.58) / (0.933 X 144)) X 0.875 = 5447 lbs/lvl 2. MAXIMUM ALLOW ABLE DEFLECTION 6-a/low =L/180 = 0.8 In fl= 5Wl4 . /3 384·E·Ix ~,r UT • h /[ [ 384,E .Jx ·6.Al/ow L3 1vJ.ax.rrezg t v =---...;;.._~~--5-'-40 PROJECT CALLA WAY GOLF FOR SHEET NO. CALCULATED BY INNOVATIVE LIGHTING & STORAGE 14 · DATE TC 6/26/2007 t----: B -t-C -{ b ~_j_ r 1~ -------------.. ,~, ,,_.,, __ , .... _,.,.~,--, ,, __ ,.,,_ ....... ,, ___ ,, J = 4.59 in"4 S = 1.58 in"3 X X ~ =55000 PSI a(impactCoefficient) = 0.875 /3 = 0.933 0 = O.l L(Length) = 144 in L11 = 144 in ' Step= 0.75 in BeamThickness = 0.075 in I BeamDepth = 5.625 in j TopWidth = 1.75 in Bottom Width= 2.75 in ! _______ · ____ , _____ , ........... __ .,,., __ ,,, __________________ ,,,, __ , ____ ,_,, ·-·---- = ((384 X 29000000 X 4.59 X 0.8) / (5 -(4 X 0.1))) X 144"3 = 5954 lbs/lvl MAXIMUM ALLOW ABLE LIVE LOAD PER LEVEL= 5447lbs/lvl ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL Mstatic = Wl 2 /8 Mlmpact = ¥static *l.125 M A/low,Static = Sx * F;, Level Mstatic Mlmpact M Allow,Static 1 31046 34927 52140 ·2 31046 34927 52'140 3 31046 34927 52140 BeamStress = 66% M Seismic = M Conn Mseismic 14896 14540 6796 M Allow,Seismic 69520 69520 69520 Result GOOD GOOD GOOD CALLA WAY GOLF ·e PROJECT FOR INNOVATIVE LIGHTING & STORAGE MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 BEAM TO COLUMN ANALYSIS : TYPE L SHEE'J'NO. 15 CALCULATED BY TC DATE 6/26/2007 CONNECTION CAP.ACITY DEPENDS ON THE FOLLOWING PARAMETERS: 1. SHEAR CAPACITY OF PIN PinDiameter = 0.438/n. FY= 55000 PSI A D . z II Shear= zamefer .4 = 0.1507 inA2 Pshear = 0.4 • FY · Ashear = 0.4 X 55000 X 0.1507 inA = 3315 lbs 2. BEARING CAP A CITY OF PIN ColumnThickness = 0.075 Fu = 65000PSI Q=2.22 a=2.22 ATLEVEL 1 V Q • 1/2" ,...__ ....... __ -r.~---1/2" PBearing =a· F;, ·Dia.· Col.Thickness /0. = 2.22 X 65000 X 0.438 X 0.075 I 2.22 = 2135 lbs 3. MOMENT CAPACITY OF BRACKET EdgeDist. = l.0ln. PinSpacing = 2 In FY = 55000 PSI C= -Pi+.Pi+~+P.i Tci;p = 0.179/n. S Clip == 0.127 ln3 = Pi +-Pi(4.5/6.5)+.Pi(2.5/6.5)+Pi(.5/6.5) = Pl X2.154 Mcapacity = SClip · FBending = 0.127 In"3 X .66 X Fy = 4610 in-lb C·d=Mcapacity = 2.154 Pi·d d = EdgeDist /2 = 0.5 PC/ip = Mcapacity/( 2.154 ·d) = 4610 / (2.154 X 0.5)= 4280 lbs MINIMUM VALUE OF Pl GOVERNS Pi= 2135 lbs T 3" l ~~' }-1-5;8" -} Mconn-Allow = [Pi *6.5]+[.Pi *(4.5/6.5)*4.5]+[-Pi *(2.5/6.5)*2.5]+[.Pi *(.5/6.5)*.5]*1.33 = 30143in-lb > i4896in-lb OK . ,, PROJECT CALLAWAY GOLF FOR SHEET NO. CALCULATED BY DATE INNOVATIVE LIGHTING & STORAGE 15A TC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869°0981 161 ATLANTIC AVENUE • POMONA, CA 91768 6/26/2007 STEP BEAM WELD SECTION PROPERTIES & CAPACITIES SCOPE: DETERMINE THE EFFECTIVE SECTION PROPERTIES OF THE MEMBERWELD SHOWN BELOW. THE EFFECT OF THE ROUNDED CORNERS ARE TAKEN INTO ACCOUNT . -----i I I I I..---, --------. TYPE "A" WELD . ----, ______ J ----, - . --- TYPE 11811 WELD TYPE "C" WELD TYPE "D" WEL[ BEAM & WELD INFO A= 5.625 IN B= 2.75 IN C= 1.15 IN D= 1.6251N t-weld*= 0.188 IN Fu-weld= 70,000 PSI WELD TYPE · TYPE "A" WELD re+ E-1 r t--2 Fy-base metal= 55,000 PSI A l 4c.G F t _:~:-==--==--==--==--==--== ..... -=w=_E=_L=_o=_s=_e=_c:_r= .... 10: .... N:_P=_R:_o:_P=_e:_R:_11:_E:_s:_-== ..... -==--==--==--==----: _ _J Yl-BAR •r0.188 INCH THICK, TYPE "A" WELD AREA=j1.805 INA2 !MOMENT CAPACln36,088 IN-LB ~ _j Sx=l 1.29 INA3 I EFFECTIVE SECTION PROPERTY FOR WELD* B . *TAKES INTO ACCOUNT 0.7071 REDUCTION FACTOR I ELEMENT I WIDTH I HEIGHT I Y-BAR ELEM. I AREA I Y-BAR i I 1 0.0000 IN 0.0000 IN 0.0000 IN 0.0000 INA2 0.00001NA4 2 0.1875 IN 5.6250 IN 2.8125 IN 1.0547 INA2 2.90121NA4 3 0.0000 IN 0.0000 IN 0.0000 IN 0.0000 INA2 0.0000 1NA4 4 · 0.0000 IN 0.0000 IN 0.0000 IN 0.0000 1NA2 0.0000 IN"'4 5· 0.0000 IN 0.0000 IN 0.0000 IN 0.0000 1NA2 0.0000 IN"'4 6 0.1875 IN 4.0000 IN 2.0000 IN 0.7500 INA2 1.1691 INA4 I -------- WELD MOMENT CAPACITY UNDER SEISMIC LOADING Fbase-metal= 0.6*Fy-bas,e metal = 33,000 PSI Fweld= 0.3*Fu = 21,000 PSI Feffective= 21,000 PSI CAPACITY= Feff* Sx-weld * 1.33. = 21000 PSI * 1.292 INA3 * 1.33 =!36,088 IN-LB I LA REA= 1.8047 INA2 y bar= 2.475 IN Ix= 4.0703 IN/\4 PROJECT CALLAWAY GOLF FOR SHEET NO. CALCULATED BY DATE INNOVATIVE LIGHTING & STORAGE 158 TC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: .(909) 869-0981 · . 161 ATLANTIC AVENUE• POMONA, CA 91768 6/26/2007 STEP BEAM WELD SECTION PROPERTIES & CAPACITIES SCOPE: DETERMINE THE EFFECTIVE SECTION PROPERTIES OF THE MEMBER WELD SHOWN .BELOW. THE EFFECT OF THE ROUNDED CORNERS ARE TAKEN INTO ACCOUNT. ----, I I I L---, ___ · ___ _ TYPE "A" WELD ----, .. ______ J ----, --- TYPE "B" WELD TYPE "C" WELD TYPE "D" WELC BEAM & WELD INFO A= 3.375 IN B= 2.75 IN C= 1.75 IN ·· D= 1.625 IN t-weld* = 0.188 IN Fu-weld= 70,000 PSI WELD TYPE ~'..E"A;,;_~LD~ .·. :. -~ rr-,c-=:72 Fy-base metal= 55,000 PSI A l 4c.G F t .. :=_ -==--==--==--==--==---:=_w::::_E=_L=_D::::_s=_E:_c::::_T1= ..... o=_N=_P=_R::::_o:_P=_E=_R=_T1::::_E=_s=_ -==.--==--==--==--==---,: _l Yl-BAR 0.188 INCH THICK, TYPE·"A" WELD AREA=,0.961 IN112 ·!MOMENT CAPACITl11,756 IN-LB f-_j Sx= 0.42 IN113 I . I EFFECTIVE SECTION PROPERTY FOR WELD* B * TAKES INTO ACCOUNT 0.7071 REDUCTION FACTOR ELEMENT I WIDTH _ I HEIGHT I Y-BAR ELEM. I AREA. I Y-BAR I I 1-0.0000 IN 0.0000 IN 0.0000 IN 0.0000 IN112 0.0000 IN"•4 2 0.1875 IN 3.3750 IN .1.6875 IN 0.6328 IN112 0.6494 IN114 3 0.0000 IN 0;0000 IN 0.0000 IN 0.0000 IN112 0.0000 IN"4 4 0.0000 IN 0.0000 IN 0.0000 IN 0.0000 IN112 0.0000 IN"4 5 0.0000 IN 0.0000 IN 0.0000 IN 0.0000 IN,.;2 0.0000 IN114 6 0.1875 IN 1.7500 IN 0.8750 IN 0.3281 INll2 0.1777 IN"4 I -------- WELD MOMENT CAPACITY UNDER SEISMIC LOADING Fbase-metal= o:6*Fy-base metal = 33,000 PSI ·Fweld= 0.3*Fu = 21,000 PSI Feffective= 21.,000 PSI CAPACITY= Feff * Sx-weld * 1.33 = 21000 PSI* 0.421 IN"3 * 1.33 =!11,756 IN-LB ! X AR EA= 0.9609 INA2 y bar= 1.410 IN Ix= 0.8271 IN"4 ··e MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 TRANSVERSE ANALYSIS: BRACING: TYPE L PROJECT FOR SHEETNO. CALCULATED BY DATE CALLA WAY GOLF INNOVATIVE LIGHTING & STORAGE 16 TC 6/26/2007 IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WU,L BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING: COMPRESSION MEMBER Ldiag = ~ (L-6)2 + (D ~ (2 · BCol))2 = 50~9" rr ,:r, Vtrans · LDiag r uzag = ----- D k•l rMin (1 X 50.9117) / (0.527) F= Ilze e (k,// } FY 2 lrMin F F >-y e 2 ( Fy. J F =F 1--- -11 y · 4-F e P·=Area·F n n Oc=l.92 P=P,, a Oc Brace Stress = VDiag ~ = 1439 lbs = 96.61n = 30667.8 PSI = 27500 .= 55000 X (1 -(55000 / (4 X 30667.84) = 30.3 KSI =8374 lbs =4361 lbs = 0.33 < 1.33 (25 %) r· D .. I I/ ... i L _l SIDE ELEVATION Panel Height (L) = 421n Panel Depth (D) = 42 In Column Depth (B) = 3 In Clear Depth (D -2*B) = 36 ....... e MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -098.1 161 ATLANTIC STREET,POMONA, CA 91768 OVERTURNING ANALYSIS: TYPE L PROJECT FOR SHEETNO. CALCULATED BY DATE CALLA WAY GOLF INNOVATIVE LIGHTING & STORAGE 17 TC 6/26/2007 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 2001 CBC. FULLY.LOADED Total Shear = 1018 lbs Movt = Vtrans ·Ht·l.15 M = 1018X 171 X 1.15 ovt = 200190 in/lb Mst = L (wp + .85wDL )-d/2 = (10800+(.85 X 300)) X 42/2 = 232155 in/lb R -l(Movt -Mst) = (200190 -232155) / 42 Uplift -d = -761 lbs. Puplift <= 0 No Up Lift TOP SHELF LOADED Shear = 375 lbs Movt == Viop ·Ht· 1.15 = 375 X 220 X 1.15 = 94875 in/lb = (3600 + (.85 X 300)) X 42 /2 ANCHORS· No. of Anchors : 2 Pull Out Capar;:ity : 580 Lbs. Shear Capacity; 1190 Lbs. COMBINED STRESS = (94875 -80955) / 42 = 331 lbs .. 80955in/lb Fullv Loaded = (0 I 580 X 2))+ ((1018 /2)/(1190 X 2)) = 0.08 Tov Shelf Loaded = (331 / (580 X 2))+ ((375 /2)/(1190 X 2)) = 0.14 USE 2 Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. Anchors per BasePlate. ( or approved equal) w "'S MATERIAL HANPLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 BASE PLATE ANALYSIS : TYPEL PROJECT FOR SHEETNO. CALCULATED BY DATE CALLA WAY GOLF INNOVATIVE LIGHTING & STORAGE 18 TC 6/26/2007 THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1. MOMENT CAPACITY OF THE BASE PLATE, 2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3. Vcol*h/2 (FULL FIXITY). Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcot = 5550 lbs Base Plate Width (B) M = 8533in/lb Base Base Plate Devth (D) Base Plate Thickn.ess (t) p pCol -=--= 138.8 PSI A D·B M .h = D-B~/6 160 PSI 2-b h2 =If·!,, = lO0PSI h1=fb-/22 = 60 PSI Mb = 829.41 in/lb I·t2 0.0l in/ch SBase =-6-= FBase = .75Fy · l.33 36000 PSI /z, Mb 0.98 <=l OK -= = Fb S Base · F.Base ANCHOR TENSION No. of Anchors Resisting Tension (n) = 1 IMo °T·d2 = MBase -(Pco1 ·(b/2)) = 0 NEGATIVE, THEREFORE NO TENSION = Sin = 5in = 0.375in b = 3 in bl = 2.5 in Fv (base) = 36000 PSI t"+:~ 2 111111 1:111;11 ' 1b MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 SLAB AND SOIL : TYPE L PROJECT FOR -SHEET NO. CALCULATED BY DATE CALLA WAY GOLF INNOVATIVE LIGHTING & STORAGE 19 TC 6/26/2007 THE SLN3 WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE ~ttittc = 5550 lbs Fpunct :::: 2 · ffe A · =[(s+!...)+(w +!..)]-2-t punct 2 2 SLAB TENSION A _ Pm,u, -144 soil -l 33 I-' ·, "Jsoil L=~Asoi/ L-B b::::-- 2 M = wb 2 = I.33 · fsoi/ ·b2 cone 2 144•2 1 ·t2 scone =6 ~one =5r/JJ1; h = Mconc E't, S Cone ' Fconc OK Mot = 200189.7 in-lb = 126.49 PSI = 228sq. in. = 0.44 == 1361 sq. in. == 36.89 in = 12.32 in = 12.28 in = 697in-lb = 6 cb. in. _ = 205.55PSI = 0.56 p /,) :/ II / " I' t ' \ ;;;le:-b/ B I/ I , L ~ , , > B = 8 in W = Sin Frame Devth d = 42 in CONCRETE f'c = 4000 PSI t = 6 in ¢ = 0.65 SOIL (soil = 1000 PSF ·I I ·I ·I ,1· I I I I I I I I I I I I I I -!. j Kiausbmdmer & Assodates 4105 Sorrento Valley Blvd. San Diego, CA 92121 T-----------Te1: (858) 677-9878 Fax: (858) 677-9894 CALLAWAY GOLF HQ BUILDING 2180 RUTHERFORD ROAD CARLSBAD, CA HIGH-PILED STORAGE REPORT Rev 1.0 Date: September 14, 2006 •!• Additional Info: